VILLAGE BAITKOLA - environmentclearance.nic.inenvironmentclearance.nic.in/writereaddata/FormB/TOR/Additional... · Sinking of one (1) on-shore borehole from existing ground level

VILLAGE BINAGA

VILLAGE BADA

Last number in the village is 92

BANGALORESurvey settlement and land records in the year-1977

Prepared at the office of The Director of,

(1 Centimeter = 39.6 Meters or 1:3960)

1 CHAIN = 33 FEET10 CHAINS = 1 INCH

SAMMATU BADA

NORTH KANARA DISTRICTKARWARA TALUK

YEAR 1866KARNATAKA

VILLAGE BAITKOLA

Datum : WGS 84Projection : Transverse Mercator

302010010 5 40

Village map completed in the year 1998

1. Cadastral Maps obtained from Govt. of Karnataka have beenGeoreferenced and vectorised at NHO.

2. HTL and LTL have been determined in the field and incorporatedin the maps.

3. The offset lines 100m, 150m as applicable from the riverine HTL andthe 200m, 500m from the seaward HTL, have been plotted using

4. Position of pillars and GCPs have been determined on the groundand incorporated in the maps.

5. Limits of CR zones have been obtained from the KSRSAC maps andplotted with necessary adjustments for datums.

Catrographic note

DELMAR process.

STANDARD REFERENCE SHEET

Note :

FUGRO GEOTECH (INDIA) PVT. LTD.

Factual Geotechnical Data ReportGeotechnical Investigation Work For2nd Stage Development of KarwarCommercial PortKarnataka, India

20 November to 5 December 2016Fugro Document No.: 16-1520

Department of Ports & Inland Water Transport,Karnataka

Volume 1 of 1

Draft


Prepared for: Department of Ports & Inland Water Transport,Karnataka

01 Issued as Draft MR ISH SM 15 December 2016

Issue Report Status Prepared Checked Approved Date

Factual Geotechnical Data ReportGeotechnical Investigation Work For2nd Stage Development of KarwarCommercial PortKarnataka, India

20 November to 5 December 2016Fugro Project No.: 16-1520

Volume 1 of 1

Fugro Document No. 16-1520 Page i of iii

Department of Ports & Inland Water Transport, KarnatakaGeotechnical Investigation Work For 2nd Stage Development of Karwar Commercial Port,Karnataka, India

EXECUTIVE SUMMARY

Department of Ports & Inland Water Transport, Karnataka (DPIWT) [hereafter “Client”], India have contractedFugro Geotech Pvt. Ltd. (FGTL) [hereinafter “Fugro”], of Navi Mumbai (Maharashtra), India vide Notice toProceed letter No. EE/PDK/TND/2016-17/945 and Agreement No. EE/PDK/TND-10/2016-17, both dated 14 Nov2016 to carry out the near-shore geotechnical investigation for the 2nd stage development of Karwar commercialport.

Karwar is situated at the northern extremity of Karnataka coast 64 Kilometres south of Marmugoa Port, on theSouthern side of the Kali River and caters to the requirement of 2.00 lakh square Kms,of hinter land.This port hasbeen developed as an all-weather port in the Karwar bay with 355 mtrs, long quay for accommodatingsimultaneous berthing of two ships with other matching infrastructure facilities.

The geotechnical investigation campaign comprised a total of eleven (11) boreholes in the area of developmentfor the project. Fieldwork was started from 20 November 2016 and completed on 5 December 2016. Laboratorytesting programme was performed on representative disturbed and undisturbed soil and rock samples recoveredfrom boreholes. All laboratory testing has been performed based on the laboratory testing schedule initiated byFugro and approved by DPIWT representative.

Information presented in this Factual Geotechnical Data Report includes:■ Geotechnical logs for 10 near-shore boreholes and 1 on-shore borehole;■ Borehole profiles;■ Results of geotechnical laboratory tests on selected disturbed and undisturbed soil and rock samples that are

recovered from the near-shore boreholes.

Fugro Document No. 16-1520 Page ii of iii


CONTENTS

INTRODUCTION 4

SCOPE OF WORK 5

FIELD INVESTIGATION 6

SAMPLING AND LABORATORY TESTING 8

CONCLUSIONS 9

APPENDICES

A. GUIDELINES ON USE OF REPORT A

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

C. GEOTECHNICAL BOREHOLE LOGS C

D. LABORATORY TEST RESULTS DD.1 Summary of Soil testingD.2 Summary of Rock testingD.3 Particle Size Distribution CurvesD.4 Atterberg Limit Test ResultsD.5 Unconsolidated Undrained (UU) Triaxial Compression Test ResultsD.6 One-Dimensional Consolidation Test Results

TABLES IN THE MAIN TEXTTable 3.1: Summary of Field Activities carried out for the project 6Table 4.1: Summary of Laboratory Test carried out for the Project 8

Fugro Document No. 16-1520 Page iii of iii


ABBREVIATIONS

1D One-dimensionalAL Atterberg limitsASTM American Society for Testing and MaterialsBSI BSIBSB Below seabedBTS Brazilian tensile strengthCD Chart DatumCPT Cone Penetration TestCPTU Piezocone Penetration TestDGPS Differential Global Positioning SystemDS Disturbed Soil Samplese.g. for exampleFOS Factor of SafetyFV Field VaneIS Indian Standardi.e. in other wordsID Identification and/or identityISRM International Society for Rock MechanicsISSMGE International Society for Soil Mechanics and Geotechnical Engineeringm Metersmm MillimetresN NorthNA Not Applicableno. Numbernos. Plural of no. (number)PSD Particle Size DistributionPCPT Piezocone Penetration TestPERM-FH Permeability Test – Falling HeadPERM-CH Permeability Test – Constant HeadPPT Packer Permeability TestPMT Pressuremeter (Test)RQD Rock Quality DesignationRL Reduced LevelSPT Standard Penetration TestSCR Solid Core RecoveryTD Termination DepthTCR Total Core RecoveryTV TorvaneUCS Unconfined Compressive Strength (Test)UDS Undisturbed Soil SamplesUU Unconsolidated Undrained Triaxial TestUW Unit Weight

Fugro Document No. 16-1520 Page 4 of 9

Department of Ports & Inland Water Transport, KarnatakaGeotechnical Investigation Work For 2nd Stage Development of Karwar Commercial Port,KARNATAKA, INDIA

INTRODUCTION

Department of Ports & Inland Water Transport, Karnataka (DPIWT) (hereafter “The Client”) hascommissioned Fugro Geotech (India) Pvt. Ltd (FGTL) vide Notice to Proceed letter No.EE/PDK/TND/2016-17/945 and Agreement No. EE/PDK/TND-10/2016-17, both dated 14 Nov 2016 tocarry out the near-shore geotechnical investigation for the 2nd stage development of Karwar commercialport.

The project is located on the west coast of India, at Karwar Port, in Uttara Kannada district, Karnataka,India, on the shore of the Arabian Sea at the mouth of the Kali river. Karwar is situated at the northernextremity of Karnataka coast 64 Kilometres south of Marmugoa Port, on the Southern side of the KaliRiver and caters to the requirement of 2 lakh square Kms of hinter land.

The geography of Karwar Port creates a natural harbour with protection against monsoon weather. Thisport has been developed as an all-weather port in the Karwar bay with 355 mtrs, long quay foraccommodating simultaneous berthing of two ships with other matching infrastructure facilities.

A vicinity map showing the location of the project site is presented in Appendix B on Plate B1. A boreholelocation plan along with the cross sections utilized for generating sub-surface profiles has beenpresented in Appendix B on Plate B2.

This Factual Geotechnical Data Report is a compilation of factual data obtained through the geotechnicalinvestigation campaign at the proposed area of development for the project, which included thegeotechnical investigation and laboratory testing at the borehole locations for the proposeddevelopments planned on this project.



SCOPE OF WORK

The scope of work entails carrying out a campaign of soil investigation work for near-shore locations ofthe project are as follows;

■ Mobilization of one Jack-up Barge “KRISHNA” (JUB) mounted with “Hydraulic Rotary” drilling rig

and other tools and necessary accessories, for drilling/boring operations at the near-shore borehole

locations;

■ Survey and precise positioning of the borehole locations using SIMRAD MX500 DGPS.

■ Floating out and shifting of the jack up barge using tug boat.

■ Sinking of ten (10) nos. near-shore boreholes from existing sea bed level.

■ Sinking of one (1) on-shore borehole from existing ground level.

■ Conducting Standard Penetration Test (SPT) using split spoon sampler;

■ Field logging of the strata encountered at each borehole locations through visual identification and

lithology;

■ Carrying out laboratory testing of disturbed and undisturbed soil and rock samples;

■ Preparation and submission of Report (Draft and Final).



FIELD INVESTIGATION

The equipment and manpower required to undertake work were mobilized to site on November 16,2016. The field investigation commenced on November 20, 2016 and field work as per the contractrequirement was completed on December 05, 2016 under constant supervision of Clientrepresentatives. The positioning of the Jack-up barge and borehole locations has been carried out usinghand held DGPS using the proposed coordinates provided by the Client. The summary of thecoordinates is presented below in Table 3.1.

Table 3.1: Summary of Field Activities carried out for the project

BoreholeID

Field Activity Dates Coordinates WGS84 UTM(Zone 43 North) Reduced

Level w.r.tCD, m

TerminationDepth w.r.t

SBL/EGL, m

TerminationDepth w.r.t

CD, mFrom To Easting Northing

BH-01 22-Nov-16 22-Nov-16 404830.80 1637736.40 -5.96 10.00 -15.96

BH-02 22-Nov-16 23-Nov-16 404960.30 1637723.10 -5.41 12.50 -17.91

BH-03 23-Nov-16 24-Nov-16 405160.20 1637722.10 -5.15 14.80 -19.95

BH-04 24-Nov-16 26-Nov-16 405361.90 1637718.70 -4.86 17.50 -22.36

BH-05 26-Nov-16 27-Nov-16 405544.50 1637650.90 -4.20 14.00 -18.20

BH-06 27-Nov-16 27-Nov-16 405714.90 1637543.50 -2.46 13.30 -15.76

BH-07 3-Dec-16 5-Dec-16 405889.50 1637434.80 * 18.00 *

BH-08 20-Nov-16 20-Nov-16 404591.70 1637184.30 -4.14 12.50 -16.64

BH-09 21-Nov-16 21-Nov-16 404594.60 1637332.40 -6.40 10.50 -16.90

BH-10 28-Nov-16 28-Nov-16 404617.10 1636955.80 -2.48 10.50 -12.98

BH-11 29-Nov-16 29-Nov-16 404705.20 1636876.10 -3.34 9.50 -12.84

Notes:Location coordinates and elevations were obtained from Client representativeBorehole positioning was done using DGPSBorehole BH-07 was located on land and its termination depth thus corresponds to depth below EGLCD – Chart DatumSBL – Sea Bed LevelEGL – Existing Ground Level* The elevation for borehole BH-07 is not yet available.

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.

The drilling/boring works at the near-shore locations were carried out by deploying modular jack-upbarge “KRISHNA” with leg length of 22.0m. A hydraulic drilling rig with triplex pump, power winch,accessories and tools for drilling were mounted on jack-up barge “KRISHNA”. The boreholes and jack-up were positioned at specified locations using SIMRAD MX500 DGPS. Modular jack-up was shiftedfrom one borehole location to other using tug boat. The boring / drilling operations were carried out byhydraulic rotary drilling method using jack up platform. Disturbed soil samples were obtained through asplit spoon sampler during execution of Standard Penetration Tests (SPT). The borehole walls aresupported by temporary steel casing driven until a hard stratum is encountered or until reaching oftermination depth of the borehole. Clear water was used as the flushing medium.



The drilling/boring works at the on-shore location (BH-07) were carried out by using a Rotary drilling rig.Disturbed soil samples were obtained through a split spoon sampler during execution of StandardPenetration Tests (SPT). The borehole walls are supported by temporary steel casing driven until a hardstratum is encountered or until reaching of termination depth of the borehole. Bentonite water slurry wasused as the flushing medium.

Standard penetration tests (SPT) were carried out by driving split barrel sampler complete with a driveshoe and drive head fitted with a non-return valve. The test is carried out in general accordance with IS2131. The basis of the test consists of dropping of a hammer of mass 63.5 kg on to a drive head from aheight of 750 mm. The number of such blows (N) necessary to achieve a penetration of the split spoonsampler by 300mm is regarded as the penetration resistance. The blow counts for each 150mmpenetration were recorded. Small, disturbed samples of soil were obtained from the split spoon samplerafter completion of the tests.

On reaching the rock strata, rock core samples were obtained using double tube core barrel. Theboreholes were terminated on reaching the requisite depth as per the instruction of Engineer In-charge.The quantitative description of natural fracture state of rock masses are indicated using a number ofindices as determined from the borehole cores. These indices are described as TCR, SCR and RQD.

Total Core Recovery (TCR) is the percentage ratio of core recovered (whether solid, intact with fulldiameter, or non-intact) to the total length of core run. Solid Core Recovery (SCR) is the percentageratio of solid core recovered to the total length of the core run. Rock Quality Designation (RQD) is aquantitative index based on core recovery procedure that incorporates only those pieces of core whichare 100mm or more in length. It is the total length of solid core pieces, each greater than 100mmbetween natural fractures, expressed as a percentage of the total length of core run. It is also a measureof drill core quality and it disregards the influence of orientation, continuity, joint thickness and gauge.

The geotechnical borehole logs with visual lithologs, SPT ‘N’ values and incorporating the laboratorytest results carried out as per the laboratory test schedule approved by the Engineer-In-Charge and asper the technical specifications of the contract, are presented in Appendix C on Plates C1 through C13.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 B4.1 andB4.2.



SAMPLING AND LABORATORY TESTING

Our laboratory test programme was directed primarily towards the determination of engineering andindex properties of soil encountered at site. The soil and rock samples meant for testing weretransported to the Fugro laboratory at Navi Mumbai. The laboratory tests were conducted as per relevantparts of Indian Standard, in compliance with the technical specifications of the contract, at Fugro’slaboratory in Navi Mumbai. Tests have been performed based on the laboratory testing schedulesapproved by the Client representative.

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

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

Sl. No. Type of Test Standard Code followed forcarrying out the test

A Testing on Soil samples1 Density (Bulk) BS 1377 Part 2

2 Density (Dry) BS 1377 Part 2

3 Natural Moisture Content IS 2720 Part 2

4 Sieve Analysis IS 2720 Part 4

5 Hydrometer Analysis IS 2720 Part 4

6 Liquid Limit and Plastic Limit IS 2720 Part 5

7 Shrinkage Limits IS 2720 Part 6

8 Specific Gravity IS 2720 Part 3

9 UU Triaxial Compression Test IS 2720 Part 11

10 One-Dimensional Consolidation IS 2720 Part 15

B Testing on Rock samples1 Point Load Index Strength IS 8764

2 Uniaxial Compressive Strength (UCS) Test IS 9143

.



CONCLUSIONS

This report presents the factual data based on the geotechnical investigation works carried out at thesite. The field and laboratory test data incorporated have been obtained and processed usingprocedures specified in various codes of practices, good engineering norms and conventions. The fieldand laboratory test results and records reported here are relevant for the test locations and time at whichthe tests have been conducted.

Fugro Document No. 16-1520 Appendices


APPENDICES

A. GUIDELINES ON USE OF REPORT

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

C. GEOTECHNICAL BOREHOLE LOGS

D. LABORATORY TEST RESULTSD.1 Summary of Soil testingD.2 Summary of Rock testingD.3 Particle Size Distribution CurvesD.4 Atterberg Limit Test ResultsD.5 Unconsolidated Undrained (UU) Triaxial Compression Test ResultsD.6 One-Dimensional Consolidation Test Results

Fugro Document No. 16-1520 Appendix A


A. GUIDELINES ON USE OF REPORT

GUIDE FOR USE OF REPORT

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INTRODUCTION

This document provides guidelines, recommendations and limitations regarding the use of information in this report.

The cost of geotechnical data acquisition, interpretation and monitoring is a small portion of the total cost of a construction project. By contrast, the costs of correcting a wrongly designed programme or mobilising 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 the geotechnical 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 INFORMATION

Fugro follows ISO 9001 quality principles for project management and ISO 2394 for general principles on reliability for structures. Project activities usually comprise part of specific phases of a construction project. The quality plan for the entire construction project should incorporate geotechnical input in every phase - from the feasibility planning stages to project completion. The parties involved should do the following: Provide complete and accurate information necessary to plan an appropriate geotechnical site

investigation. 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 structures. 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 or geotechnical engineering analysis programme.

AUTHORITY, TIME AND RESOURCES NECESSARY FOR GEOTECHNICAL INVESTIGATIONS

Adequate designation of authority and accountability for geotechnical aspects of construction projects is necessary. This way, an appropriate investigation can be performed, and the use of the results by project design and construction professionals can be optimised.

Figure 1 illustrates the importance of the initial project phases for gathering adequate geotechnical information for a project. The initial phases, when site investigation requirements are defined and resources are allocated, are represented by more than 50% of the Quality Triangle (Figure 1). Decisions and actions made during these phases have a large impact of the outcome and thus the potential of the investigation to meet project requirements.


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

DATA ACQUISITION AND MONITORING PROGRAMMES

Geotechnical investigations are operations of discovery. Investigation should proceed in logical stages. Planning should allow operational adjustments deemed necessary by newly available information. This observational approach permits the development of a sound engineering strategy and reduces the risk of discovering unexpected hazards during 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 or supplied by the Client. Examples are geodetic data, geological maps, geophysical records, earthquake data, earlier geotechnical logs and soil samples. Fugro endeavours to identify potential anomalies, but does not independently verify the accuracy or completeness of public or Client-supplied information unless indicated otherwise. This information, 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 minimize risks 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 behaviour is necessary to achieve a safe and economical structure. Often less is known 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 test locations is a matter of extrapolation and judgement based on geotechnical knowledge and experience, but actual conditions in untested areas may differ from predictions. For example, the interface between ground materials may be far more gradual or abrupt than a report indicates. It is not realistic to expect a geotechnical investigation to reveal or anticipate every detail of ground conditions. Nevertheless, an investigation can reduce the residual risk associated with unforeseen conditions to a tolerable level. If ground problems do arise, it is important to have geotechnical expertise available to help reduce and mitigate safety and financial risks.

1 Site Investigation Steering Group SISG 1993. Site Investigation in Construction 2: Planning, Procurement and Quality Management. London: Thomas Telford.

S.I. REQUIREMENTS PERCEIVED

DEFINITION OF NEEDS

PLANNING, RESOURCES, TIME

SPECIFICATION

FIELD WORK

LAB. TESTS

ASSESSMENTAND DRAFT

REPORT

FOCUSSED& RELEVANT

INFORMATIONFOR USE BY

PROFESSIONAL / ADVISER

PEOPLECLIENT / PRINCIPAL

TECHNICAL ADVISER

PRINCIPAL TECHNICAL /GEOTECHNICAL ADVISER

GEOTECHNICALADVISER / SPECIALIST

GEOTECHNICAL SPECIALIST

DRILLING / FIELD TESTINGCONTRACTORS

TECHNICIANS

GEOTECHNICALADVISER / SPECIALIST

THE REPORT

THE POTENTIAL FORINADEQUACY IS BROADLYPROPORTIONAL TO THEAREA OF THE TRIANGLEREPRESENTED BY A TASK

TASKSILL-DEFINED

TASKS

INCREASINGLYPRESCRIBED


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4. ROLE OF JUDGEMENT AND OPINION IN GEOTECHNICAL ENGINEERING

Geotechnical engineering is less exact than most other design disciplines, and requires extensive judgement and opinion. Therefore, a geotechnical report may contain definitive statements that identify where the responsibility of 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 recognise their individual responsibilities and take 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 available information. They should have access to the complete original report to prevent or minimize any misinterpretation of site conditions and engineering advice. To prevent errors or omissions that could lead to misinterpretation, geotechnical logs and illustrations should not be redrawn, and users of geotechnical engineering information and advice should confer with the authors when applying the report information and/or recommendations.

GEOTECHNICAL INFORMATION IS PROJECT-SPECIFIC

Fugro’s investigative programmes and engineering assessments are designed and conducted specifically for the Client described project and conditions. Thus this report presents data and/or recommendations for a unique construction 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 specialised review of the impact of changes would be necessary. Fugro is not responsible for conditions which develop after any 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 not be used.

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

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

Fugro Document No. 16-1520 Appendix B


B. ILLUSTRATIONS

B.1 Vicinity Map

B.2 Borehole Location Plan

B.3 Legends

B.4 Borehole Profiles

VICINITY MAP

Plate B1

Borehole Location Plan

Geotechnical Investigation Work For 2nd Stage Development of Karwar Commercial Port, Karnataka


1636800 1636800

1637000 1637000

1637200 1637200

1637400 1637400

1637600 1637600

404200

404200

404400

404400

404600

404600

404800

404800

405000

405000

405200

405200

405400

405400

405600

405600

405800

405800

406000

406000

BH-07

BH-06

BH-05BH-04BH-03BH-01

BH-11BH-10

BH-09

BH-08

BH-02

Scale 1:8500

Plate B2

Department of Ports & Inland Water Transport, Karnataka

A

A'

B

B'

FUGRO GEOTECH PVT. LTD.

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


Dep

th w

.r.t.

CD

, m Depth w

.r.t. CD

, m

Borehole Profile - AA

Geotechnical Investigation Work For 2nd Stage Development of Karwar Commercial Port, KarnatakaScaleHorizontal - 1:2200Vertical - 1:150

BH

-09

0

-2

-4

-6

-8

-10

-12

-14

-16

3

4

8

35

450

SP

T "N

" Val

ue

92

RQ

D, %

BH

-11

0

-2

-4

-6

-8

-10

-12

-14

-16

Distance: 143.25 228.05 98.21

7

8

30450

SP

T "N

" Val

ue

26

86

RQ

D, %

BH

-08

4

4

5

6

450

SP

T "N

" Val

ue

72

73

RQ

D, %

BH

-10

9

28

29

450

SP

T "N

" Val

ue

0

23

RQ

D, %

Department of Ports & Inland Water Transport, Karnataka

Plate B4.1


Dep

th w

.r.t.

CD

, m Depth w

.r.t. CD

, m

Borehole Profile - BB

Geotechnical Investigation Work For 2nd Stage Development of Karwar Commercial Port, Karnataka

Department of Ports & Inland Water Transport, KarnatakaScaleHorizontal - 1:5000Vertical - 1:200

BH

-01

0

-2

-4

-6

-8

-10

-12

-14

-16

-18

-20

-22

18

36

39

45450

SP

T "N

" Val

ue

70

RQ

D, %

BH

-07

0

-2

-4

-6

-8

-10

-12

-14

-16

-18

-20

-22

Distance: 128.19 192.53 194.91 194.19 193.30 197.70

30

38

41

43

7

9

11

12

49

225

SP

T "N

" Val

ue

0

20

RQ

D, %

BH

-02

10

27

42

33

53225

SP

T "N

" Val

ue

65

79

RQ

D, %

BH

-03

13

17

32

53

31

39

42

450

SP

T "N

" Val

ue

40

68

RQ

D, %

BH

-04

12

28

34

12

21

31

56

52450

SP

T "N

" Val

ue

6

38

RQ

D, %

BH

-05

11

30

33

37

35

561125

SP

T "N

" Val

ue

0

20

RQ

D, %

BH

-06

12

30

44

58

52

1125

SP

T "N

" Val

ue

0

23

RQ

D, %

Plate B4.2

Fugro Document No. 16-1520 Appendix C


C. GEOTECHNICAL BOREHOLE LOGS

0.00 m to 1.50 m - Very soft greymarine CLAY

1.50 m to 3.00 m - Mediumdense grey clayey SAND withshells and shell fragments

at 3.00 m - Marine Clay3.00 m to 8.50 m - Dense grey tolight grey silty fine SAND withshells and shell fragments

8.50 m to 8.55 m - Very densefragments of GRANITE8.55 m to 10.00 m - Very strongslightly weathered whiteGRANITE with closely spacedhorizontal fractures

: Department of Ports & Inland Water Transport, Karnataka

: Geotechnical Investigation Work For 2nd Stage Development of Karwar Commercial Port, Karnataka

: N 1637736.4 E 404830.8

: Rotary borehole drilling, sampling and testing

: BH-01

: -5.96 w.r.t. CD

: 10.00 w.r.t. EGL

: 11/22/2016 - 11/22/2016

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

4

5

11

14

50

18

36

39

45

50/50mm

1.50

1.50

5.50

0.051.45

-5.96

-7.46

-8.96

-14.46-14.51

0.00 - 0.50

1.50 - 1.95

3.00 - 3.50

4.50 - 4.95

6.00 - 6.45

7.50 - 7.95

8.50 - 8.558.55 - 10.00

: Vertical

: Hydraulic Rotary

159.3

: PX:15.00m/HX:16.50m/NX:18.00m

0.50

1.95

3.50

4.95

6.45

7.95

8.55

10.00

: PX/HX/NX

: 76

: Karwar Port

: Double Tube

: TC Bit, Diamond Bit

: Water

7

14

15

18

11

22

24

27

75 75450

670

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

- Undrained Angle of Internal Friction

n2

n3

- SPT blows for 150-300 mm penetration


Water Depth (m)

Date Depth (m)


c,kPa

' - Effective Angle of Internal Friction

n.i.- non-intact core (Fracture index >10) Blank values indicate that no fractures were observed.

- SPT (Standard Penetration Test)

- DS (Disturbed Sample)

- RC (Rock Core)

- Wash Boring n1 - SPT blows for 0-150 mm penetration

CLA

Y, %

SIL

T, %

SA

ND

, %

GR

AV

EL,

%

LL, %

PI,

%

LABORATORY DATAFIELD INFORMATION (BOREHOLE LOG)

Location

Type of core barrel

Type of Bit

LL - Liquid Limit

PI - Plasticity Index

C' - Effective Cohesion

C - Undrained Cohesion

BlowCounts

T.D. R.L.

C.D.

EGL

- Termination Depth - Reduced Level

- Chart Datum

- Existing Ground Level

- Rate of Penetration (Coring Rate), mm/min

SPT"N"

Value

Drilling Fluid

DST - Direct Shear Test

PLI - Point Load Index

UC

S (R

ock)

, MP

a

- Unconfined Compressive Strength

n1 n2 n3 Poi

nt L

oad

Inde

x

UCS

ROP

DST

TCR

, %

SC

R, %

RQ

D, %

SP

T "N

-ext

" Val

ue

Frac

ture

Inde

x

Fine

s, %

Plate C1

0.00 m to 1.50 m - Very soft greysandy CLAY with shell fragments

1.50 m to 6.00 m - Loose tomedium dense grey fine SANDwith shells and shell fragments

at 3.50 m - Grey marine Clay

6.00 m to 9.00 m - Dense greysilty fine SAND with shells andshell fragments

9.00 m to 9.50 m - Very densegrey clayey fine SAND withweathered rock fragments9.50 m to 9.60 m - Very densefragments of GRANITE9.60 m to 11.00 m - Very strongslightly weathered whiteGRANITE11.00 m to 12.50 m - Moderatelystrong slightly weathered whiteGRANITE



: N 1637723.1 E 404960.3


: BH-02

: -5.41 w.r.t. CD

: 12.50 w.r.t. EGL

: 11/22/2016 - 11/23/2016

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

3

8

10

4

850

10

27

42

33

5350/100mm

1.50

4.50

3.00

0.50

0.101.40

1.50

-5.41

-6.91

-11.41

-14.41

-14.91-15.01

-16.41

0.00 - 0.50

1.50 - 1.95

3.00 - 3.50

4.50 - 4.95

6.00 - 6.45

7.50 - 7.95

9.00 - 9.45

9.50 - 9.609.60 - 11.00

11.00 - 12.50

: Vertical

: Hydraulic Rotary

148.6

36.7

: PX:16.50m/HX:17.50m/NX:18.00m

0.50

1.95

3.50

4.95

6.45

7.95

9.45

9.60

11.00

12.50

: PX/HX/NX

: 76

89 59

: Karwar Port

: Double Tube


: Water

4

12

20

13

18

6

15

22

20

35

78

89

72

82

2257

6

65

79

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



n2

n3



Water Depth (m)

Date Depth (m)


c,kPa





- RC (Rock Core)


CLA

Y, %

SIL

T, %

SA

ND

, %

GR

AV

EL,

%

LL, %

PI,

%


Location

Type of core barrel

Type of Bit

LL - Liquid Limit




BlowCounts

T.D. R.L.

C.D.

EGL


- Chart Datum



SPT"N"

Value

Drilling Fluid



UC

S (R

ock)

, MP

a


n1 n2 n3 Poi

nt L

oad

Inde

x

UCS

ROP

DST

TCR

, %

SC

R, %

RQ

D, %

SP

T "N

-ext

" Val

ue

Frac

ture

Inde

x

Fine

s, %

Plate C2

1

1

5

1


1.50 m to 4.50 m - Mediumdense grey clayey fine SAND withshells and shell fragments

4.50 m to 9.00 m - Dense to verydense grey silty fine SAND withshells and shell fragments

9.00 m to 11.80 m - Dense greyto reddish brown silty medium tocoarse SAND with weatheredrock fragments

11.80 m to 11.85 m - Fragmentsof GRANITE11.85 m to 13.30 m - Very strongslightly weathered to moderatelyweathered grey to reddish brownGRANITE13.30 m to 14.80 m - Moderatelystrong slightly weathered whiteGRANITE with closely spacedhorizontal fractures



: N 1637722.1 E 405160.2


: BH-03

: -5.15 w.r.t. CD

: 14.80 w.r.t. EGL

: 11/23/2016 - 11/24/2016

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

4

6

8

9

8

5

6

50

13

17

32

53

31

39

42

50/50mm

1.50

3.00

4.50

2.80

0.051.45

1.50

-5.15

-6.65

-9.65

-14.15

-16.95-17.00

-18.45

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

11.80 - 11.8511.85 - 13.30

13.30 - 14.80

: Vertical

: Hydraulic Rotary

108.7

37.6

: PX:16.00m/HX:19.50m/NX:19.50m

0.50

1.95

3.45

4.95

6.45

7.95

9.45

10.95

11.85

13.30

14.80

: PX/HX/NX

: 76

95

93

88

93

: Karwar Port

: Double Tube


: Water

6

8

12

21

13

12

13

7

9

20

32

18

27

29

60

80

55

72

45040

68

4

6

7

6

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



n2

n3



Water Depth (m)

Date Depth (m)


c,kPa





- RC (Rock Core)


CLA

Y, %

SIL

T, %

SA

ND

, %

GR

AV

EL,

%

LL, %

PI,

%


Location

Type of core barrel

Type of Bit

LL - Liquid Limit




BlowCounts

T.D. R.L.

C.D.

EGL


- Chart Datum



SPT"N"

Value

Drilling Fluid



UC

S (R

ock)

, MP

a


n1 n2 n3 Poi

nt L

oad

Inde

x

UCS

ROP

DST

TCR

, %

SC

R, %

RQ

D, %

SP

T "N

-ext

" Val

ue

Frac

ture

Inde

x

Fine

s, %

Plate C3

2

0

16

2


1.50 m to 4.50 m - Mediumdense grey clayey fine SAND withshells and shell fragments

at 3.00 m - Grey Clay

4.50 m to 6.00 m - Mediumdense grey silty fine to mediumSAND with traces of shells andshell fragments

6.00 m to 7.50 m - Dense greysilty fine to medium SAND withtraces of wooden fragments

7.50 m to 10.50 m - Firm to stiffgrey sandy CLAY with traces ofshells and shell fragments

10.50 m to 12.00 m - Dense greysilty fine to medium SAND withshells and shell fragments

12.00 m to 14.50 m - Very densegrey silty fine to medium SANDwith weathered rock fragments

14.50 m to 14.55 m - Fragmentsof GRANITE14.55 m to 16.00 m - Moderatelystrong to Strong moderatelyweathered to highly weatheredwhite GRANITE



: N 1637718.7 E 405361.9


: BH-04

: -4.86 w.r.t. CD

: 17.50 w.r.t. EGL

: 11/24/2016 - 11/26/2016

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

1

6

7

4

5

8

9

11

50

12

28

34

12

21

31

56

52

55/50mm

1.50

3.00

1.50

1.50

3.00

1.50

2.50

0.051.45

-4.86

-6.36

-9.36

-10.86

-12.36

-15.36

-16.86

-19.36-19.41

0.00 - 0.50

1.50 - 1.95

3.00 - 3.50

4.50 - 4.95

6.00 - 6.45

7.50 - 7.95

9.00 - 9.45

10.50 - 10.95

12.00 - 12.45

13.50 - 13.95

14.50 - 14.55

: Vertical

: Hydraulic Rotary

: PX:17.50m/HX:20.50m/NX:22.50m

0.50

1.95

3.50

4.95

6.45

7.95

9.45

10.95

12.45

13.95

14.55

: PX/HX/NX

: 76

68

89

55

74

8

8

7

88 58

: Karwar Port

: Double Tube


: Water

22

21

17

3

12

15

5

9

11

20

19

9

16

19

7

12

20

36

33

450

30

11

29

24

1.91

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



n2

n3



Water Depth (m)

Date Depth (m)


c,kPa





- RC (Rock Core)


CLA

Y, %

SIL

T, %

SA

ND

, %

GR

AV

EL,

%

LL, %

PI,

%


Location

Type of core barrel

Type of Bit

LL - Liquid Limit




BlowCounts

T.D. R.L.

C.D.

EGL


- Chart Datum



SPT"N"

Value

Drilling Fluid



UC

S (R

ock)

, MP

a


n1 n2 n3 Poi

nt L

oad

Inde

x

UCS

ROP

DST

TCR

, %

SC

R, %

RQ

D, %

SP

T "N

-ext

" Val

ue

Frac

ture

Inde

x

Fine

s, %

Plate C4

14.55 m to 16.00 m - Moderatelystrong to Strong moderatelyweathered to highly weatheredwhite GRANITE16.00 m to 17.50 m - Strongmoderately weathered to highlyweathered white GRANITE



: N 1637718.7 E 405361.9


: BH-04

: -4.86 w.r.t. CD

: 17.50 w.r.t. EGL

: 11/24/2016 - 11/26/2016

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

1.45

1.50

-19.41

-20.86

14.55 - 16.00

16.00 - 17.50

: Vertical

: Hydraulic Rotary

92.2

: PX:17.50m/HX:20.50m/NX:22.50m

16.00

17.50

: PX/HX/NX

: 76

: Karwar Port

: Double Tube


: Water

50

56

13

50

n.i.

n.i.

6

38

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



n2

n3



Water Depth (m)

Date Depth (m)


c,kPa





- RC (Rock Core)


CLA

Y, %

SIL

T, %

SA

ND

, %

GR

AV

EL,

%

LL, %

PI,

%


Location

Type of core barrel

Type of Bit

LL - Liquid Limit




BlowCounts

T.D. R.L.

C.D.

EGL


- Chart Datum



SPT"N"

Value

Drilling Fluid



UC

S (R

ock)

, MP

a


n1 n2 n3 Poi

nt L

oad

Inde

x

UCS

ROP

DST

TCR

, %

SC

R, %

RQ

D, %

SP

T "N

-ext

" Val

ue

Frac

ture

Inde

x

Fine

s, %

Plate C5

0

0

9


1.50 m to 6.00 m - Mediumdense to dense grey clayey fineto medium SAND with shells andshell fragments

From 3.00 m to 3.50 m - Greysandy marine Clay

6.00 m to 11.00 m - Dense greyclayey fine to medium SAND withshells and shell fragments

from 10.50 m to 10.95 m - Verydense Sand with weathered rockfragments11.00 m to 11.02 m - Fragmentsof GRANITE11.02 m to 12.50 m - Moderatelystrong to Strong moderatelyweathered to highly weatheredreddish brown to white GRANITE12.50 m to 14.00 m - Very strongmoderately weathered to highlyweathered reddish brown to whiteGRANITE



: N 1637650.9 E 405544.5


: BH-05

: -4.20 w.r.t. CD

: 14.00 w.r.t. EGL

: 11/26/2016 - 11/27/2016

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

3

7

6

8

9

1350

11

30

33

37

35

5650/20mm

1.50

4.50

5.00

0.021.48

1.50

-4.20

-5.70

-10.20

-15.20-15.22

-16.70

0.00 - 0.50

1.50 - 1.95

3.00 - 3.50

4.50 - 4.95

6.00 - 6.45

7.50 - 7.95

9.00 - 9.45

10.50 - 10.95

11.00 - 11.0211.02 - 12.50

12.50 - 14.00

: Vertical

: Hydraulic Rotary

107.2

: PX:15.00m/HX:16.00m/NX:16.50m

0.50

1.95

3.50

4.95

6.45

7.95

9.45

10.95

11.02

12.50

14.00

: PX/HX/NX

: 76

64

79

64

8

6

14

80

58

54

35

: Karwar Port

: Double Tube


: Water

28

15

13

5

10

11

20

16

22

6

20

22

17

19

34

57

63

13

34

1125n.i.

n.i.

0

20

36

21

27

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



n2

n3



Water Depth (m)

Date Depth (m)


c,kPa





- RC (Rock Core)


CLA

Y, %

SIL

T, %

SA

ND

, %

GR

AV

EL,

%

LL, %

PI,

%


Location

Type of core barrel

Type of Bit

LL - Liquid Limit




BlowCounts

T.D. R.L.

C.D.

EGL


- Chart Datum



SPT"N"

Value

Drilling Fluid



UC

S (R

ock)

, MP

a


n1 n2 n3 Poi

nt L

oad

Inde

x

UCS

ROP

DST

TCR

, %

SC

R, %

RQ

D, %

SP

T "N

-ext

" Val

ue

Frac

ture

Inde

x

Fine

s, %

Plate C6

0

0

18

0.00 m to 1.50 m - Loose greysilty fine SAND with shells andshell fragments

1.5 m to 3.0 m - Stiff CLAY withshells and shell fragments

3.00 m to 4.50 m - Grey sandyCLAY

4.50 m to 6.00 m - Mediumdense to dense clayey fine SANDwith shells and shell fragments

6.00 m to 9.00 m - Dense to verydense grey silty fine to mediumSAND with shells and shellfragments

9.0 m to 10.3 m - Very densewhite grey clayey fine to mediumSAND with weathered rockfragments

10.30 m to 10.32 m - Fragmentsof GRANITE10.32 m to 11.80 m - Moderatelystrong to Strong highly weatheredto moderately weathered whiteGRANITE11.80 m to 13.30 m - Very stronghighly weathered to moderatelyweathered white GRANITE



: N 1637543.5 E 405714.9


: BH-06

: -2.46 w.r.t. CD

: 13.30 w.r.t. EGL

: 11/27/2016 - 11/27/2016

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

4

9

8

9

10

50

12

30

44

58

52

50/20mm

1.50

1.50

1.50

1.50

3.00

1.30

0.021.48

1.50

-2.46

-3.96

-5.46

-6.96

-8.46

-11.46

-12.76-12.78

-14.26

0.00 - 0.50

1.50 - 1.95

3.00 - 3.60

4.50 - 4.95

6.00 - 6.45

7.50 - 7.95

9.00 - 9.45

10.30 - 10.3210.32 - 11.80

11.80 - 13.30

: Vertical

: Hydraulic Rotary

11/27/2016 4.40

116.4

: PX:15.00m/HX:16.00m/NX:16.50m

0.50

1.95

3.60

4.95

6.45

7.95

9.45

10.32

11.80

13.30

: PX/HX/NX

: 76

1

74

36

7

4

29

37

63

20

39

: Karwar Port

: Double Tube


: Water

92

22

17

5

12

16

23

20

7

18

28

35

32

33

52

18

35

1125n.i.

n.i.

0

23

99

26

46

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



n2

n3



Water Depth (m)

Date Depth (m)


c,kPa





- RC (Rock Core)


CLA

Y, %

SIL

T, %

SA

ND

, %

GR

AV

EL,

%

LL, %

PI,

%


Location

Type of core barrel

Type of Bit

LL - Liquid Limit




BlowCounts

T.D. R.L.

C.D.

EGL


- Chart Datum



SPT"N"

Value

Drilling Fluid



UC

S (R

ock)

, MP

a


n1 n2 n3 Poi

nt L

oad

Inde

x

UCS

ROP

DST

TCR

, %

SC

R, %

RQ

D, %

SP

T "N

-ext

" Val

ue

Frac

ture

Inde

x

Fine

s, %

Plate C7

0

1

2

0.00 m to 1.50 m - Looseyellowish brown silty fine tomedium SAND

1.50 m to 3.00 m - Mediumdense to dense silty fine tomedium SAND with shells andshell fragments

3.00 m to 7.50 m - Denseyellowish brown silty fine tomedium SAND

7.5 m to 9.0 m - Loose grey veryclayey SAND with shells andshell fragments

9.00 m to 10.50 m - Firm greysandy CLAY with traces of shellsand shell fragments

10.50 m to 12.00 m - Stiff greymarine CLAY

12.0 m to 13.5 m - Mediumdense grey very clayey SANDwith shells and shell fragments

13.50 m to 15.00 m - Dense greysandy GRAVEL with rockfragments



: N 1637434.8 E 405889.5


: BH-07

: w.r.t. CD

: 18.00 w.r.t. EGL

: 12/03/2016 - 12/05/2016

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

10

9

11

10

2

3

3

4

9

30

38

41

43

7

9

11

12

49

1.50

1.50

4.50

1.50

1.50

1.50

1.50

1.50

0.00

-1.50

-3.00

-7.50

-9.00

-10.50

-12.00

-13.50

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

12.00 - 12.45

13.50 - 13.95

: Vertical

: Mechanical

: HX:15.00m/NX:16.50m

0.50

1.95

3.45

4.95

6.45

7.95

9.45

10.95

12.45

13.95

: HX/NX

: 76

95

51

52

18

9

42

47

20

28

: Karwar Port

: Double Tube


: Bentonite water mixture

30

37

15

18

20

21

3

4

5

4

20

15

20

21

22

4

5

6

8

29

5

48

46

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



n2

n3



Water Depth (m)

Date Depth (m)


c,kPa





- RC (Rock Core)


CLA

Y, %

SIL

T, %

SA

ND

, %

GR

AV

EL,

%

LL, %

PI,

%


Location

Type of core barrel

Type of Bit

LL - Liquid Limit




BlowCounts

T.D. R.L.

C.D.

EGL


- Chart Datum



SPT"N"

Value

Drilling Fluid



UC

S (R

ock)

, MP

a


n1 n2 n3 Poi

nt L

oad

Inde

x

UCS

ROP

DST

TCR

, %

SC

R, %

RQ

D, %

SP

T "N

-ext

" Val

ue

Frac

ture

Inde

x

Fine

s, %

Plate C8

15.00 m to 15.10 m - Fragmentsof GRANITE15.10 m to 18.00 m - Moderatelystrong to Strong moderatelyweathered greyish whiteGRANITE



: N 1637434.8 E 405889.5


: BH-07

: w.r.t. CD

: 18.00 w.r.t. EGL

: 12/03/2016 - 12/05/2016

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

50 50/100m 0.102.90

-15.00-15.10

15.00 - 15.1015.10 - 16.50

16.50 - 18.00

: Vertical

: Mechanical

69.3

: HX:15.00m/NX:16.50m

15.10

16.50

18.00

: HX/NX

: 76

: Karwar Port

: Double Tube


: Bentonite water mixture

26

35

10

20

225n.i.

n.i.

0

20

7.05

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



n2

n3



Water Depth (m)

Date Depth (m)


c,kPa





- RC (Rock Core)


CLA

Y, %

SIL

T, %

SA

ND

, %

GR

AV

EL,

%

LL, %

PI,

%


Location

Type of core barrel

Type of Bit

LL - Liquid Limit




BlowCounts

T.D. R.L.

C.D.

EGL


- Chart Datum



SPT"N"

Value

Drilling Fluid



UC

S (R

ock)

, MP

a


n1 n2 n3 Poi

nt L

oad

Inde

x

UCS

ROP

DST

TCR

, %

SC

R, %

RQ

D, %

SP

T "N

-ext

" Val

ue

Frac

ture

Inde

x

Fine

s, %

Plate C9

0.00 m to 1.50 m - Very soft lightgrey marine CLAY

1.50 m to 9.50 m - Soft to firmgrey marine CLAY with shells andshell fragments

from 7.50 m to 9.50 m - Clay,with rock fragments

9.50 m to 9.55 m - Very densegrey GRAVEL with fragments ofGranite9.55 m to 12.50 m - Very strongslightly weathered grey to whiteGRANITE with closely spacedhorizontal fractures



: N 1637184.3 E 404591.7


: BH-08

: -4.14 w.r.t. CD

: 12.50 w.r.t. EGL

: 11/20/2016 - 11/20/2016

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

1

2

2

2

50

4

4

5

6

50/50mm

1.50

8.00

0.052.95

-4.14

-5.64

-13.64-13.69

0.00 - 0.50

1.50 - 1.95

3.00 - 3.45

4.50 - 4.95

6.00 - 6.50

7.50 - 7.95

9.00 - 9.50

9.50 - 9.559.55 - 11.00

11.00 - 12.50

: Vertical

: Hydraulic Rotary

11/20/2016 5.50

100.3

137.3

: PX:15.00m/HX:16.50m/NX:18.00m

0.50

1.95

3.45

4.95

6.50

7.95

9.50

9.55

11.00

12.50

: PX/HX/NX

: 76

44 24

: Karwar Port

: Double Tube


: Water

2

1

2

3

2

3

3

3

98

93

78

80

4505

4

72

73

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



n2

n3



Water Depth (m)

Date Depth (m)


c,kPa





- RC (Rock Core)


CLA

Y, %

SIL

T, %

SA

ND

, %

GR

AV

EL,

%

LL, %

PI,

%


Location

Type of core barrel

Type of Bit

LL - Liquid Limit




BlowCounts

T.D. R.L.

C.D.

EGL


- Chart Datum



SPT"N"

Value

Drilling Fluid



UC

S (R

ock)

, MP

a


n1 n2 n3 Poi

nt L

oad

Inde

x

UCS

ROP

DST

TCR

, %

SC

R, %

RQ

D, %

SP

T "N

-ext

" Val

ue

Frac

ture

Inde

x

Fine

s, %

Plate C10


1.50 m to 6.00 m - Soft to firmgrey marine CLAY with shells andshell fragments

6.00 m to 7.50 m - Firm to stiffgrey to yellowish brown gravellyCLAY with shells and shellfragments

7.50 m to 9.00 m - Dense grey toreddish brown clayey GRAVELwith weathered rock fragments

9.00 m to 9.05 m - Very densegrey fragments of GRANITE9.05 m to 10.50 m - Very strongslightly weathered whiteGRANITE with closely spacedhorizontal fractures



: N 1637332.4 E 404594.6


: BH-09

: -6.40 w.r.t. CD

: 10.50 w.r.t. EGL

: 11/21/2016 - 11/21/2016

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

0

1

2

5

50

3

4

8

35

50/50mm

1.50

4.50

1.50

1.50

0.051.45

-6.40

-7.90

-12.40

-13.90

-15.40-15.45

0.00 - 0.50

1.50 - 1.95

3.00 - 3.50

4.50 - 4.95

6.00 - 6.45

7.50 - 7.95

9.00 - 9.059.05 - 10.50

: Vertical

: Hydraulic Rotary

178.4

: PX:15.00m/HX:16.50m/NX:18.00m

0.50

1.95

3.50

4.95

6.45

7.95

9.05

10.50

: PX/HX/NX

: 76

89 69

: Karwar Port

: Double Tube


: Water

1

2

4

10

2

2

4

25

98 93450

892

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



n2

n3



Water Depth (m)

Date Depth (m)


c,kPa





- RC (Rock Core)


CLA

Y, %

SIL

T, %

SA

ND

, %

GR

AV

EL,

%

LL, %

PI,

%


Location

Type of core barrel

Type of Bit

LL - Liquid Limit




BlowCounts

T.D. R.L.

C.D.

EGL


- Chart Datum



SPT"N"

Value

Drilling Fluid



UC

S (R

ock)

, MP

a


n1 n2 n3 Poi

nt L

oad

Inde

x

UCS

ROP

DST

TCR

, %

SC

R, %

RQ

D, %

SP

T "N

-ext

" Val

ue

Frac

ture

Inde

x

Fine

s, %

Plate C11

8

17

0.00 m to 1.50 m - Very soft greymarine CLAY with shells andshell fragments

1.50 m to 3.00 m - Loose greyclayey medium to coarse SANDwith shells and shell fragments

3.00 m to 4.50 m - Mediumdense grey sandy medium tocoarse SAND with shells andshell fragments

4.50 m to 7.50 m - Stiff darkbrown sandy CLAY with rockfragments

7.50 m to 7.55 m - Fragments ofGRANITE7.55 m to 9.00 m - Moderatelystrong to Strong moderatelyweathered to highly weatheredgreyish black GRANITE9.00 m to 10.50 m - Extremelystrong moderately weathered tohighly weathered greyish blackGRANITE



: N 1636955.8 E 404617.1


: BH-10

: -2.48 w.r.t. CD

: 10.50 w.r.t. EGL

: 11/28/2016 - 11/28/2016

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

3

6

5

50

9

28

29

50/50mm

1.50

1.50

1.50

3.00

0.051.45

1.50

-2.48

-3.98

-5.48

-6.98

-9.98-10.03

-11.48

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

: Vertical

: Hydraulic Rotary

11/28/2016 3.00

260

: PX:9.00m/HX:12.00m/NX:12.50m

0.50

1.95

3.45

4.95

6.45

7.55

9.00

10.50

: PX/HX/NX

: 76

79

30

8

37 53 27

: Karwar Port

: Double Tube


: Water

5

16

4

10

10

5

18

19

23

42

4

32

450n.i.

n.i.

0

23

13

53

6.09

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



n2

n3



Water Depth (m)

Date Depth (m)


c,kPa





- RC (Rock Core)


CLA

Y, %

SIL

T, %

SA

ND

, %

GR

AV

EL,

%

LL, %

PI,

%


Location

Type of core barrel

Type of Bit

LL - Liquid Limit




BlowCounts

T.D. R.L.

C.D.

EGL


- Chart Datum



SPT"N"

Value

Drilling Fluid



UC

S (R

ock)

, MP

a


n1 n2 n3 Poi

nt L

oad

Inde

x

UCS

ROP

DST

TCR

, %

SC

R, %

RQ

D, %

SP

T "N

-ext

" Val

ue

Frac

ture

Inde

x

Fine

s, %

Plate C12

18

5

0.00 m to 1.50 m - Very soft greymarine CLAY with shells andshell fragments

1.50 m to 3.00 m - Loose clayeymedium to coarse SAND withshells and shell fragments

3.00 m to 6.00 m - Firm to stiffgrey marine CLAY with shells andshell fragments

6.00 m to 6.50 m - Mediumdense to dense grey clayeymedium to coarse SAND, withshells and shell fragments6.50 m to 6.55 m - Fragments ofGRANITE6.55 m to 9.50 m - Strong slightlyweathered to moderatelyweathered greyish whiteGRANITE



: N 1636876.1 E 404705.2


: BH-11

: -3.34 w.r.t. CD

: 9.50 w.r.t. EGL

: 11/29/2016 - 11/29/2016

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

2

3

550

7

8

3050/50mm

1.50

1.50

3.00

0.50

0.052.95

-3.34

-4.84

-6.34

-9.34

-9.84-9.89

0.00 - 0.50

1.50 - 1.95

3.00 - 3.50

4.50 - 4.95

6.00 - 6.45

6.50 - 6.556.55 - 8.00

8.00 - 9.50

: Vertical

: Hydraulic Rotary

11/29/2016 5.00

85.7

85.1

: PX:13.00/HX:13.00m/NX:13.50m

0.50

1.95

3.50

4.95

6.45

6.55

8.00

9.50

: PX/HX/NX

: 76

68

81

8

8

109 76

: Karwar Port

: Double Tube


: Water

6

6

3

4

12

4

4

18

80

100

26

86

4505

2

26

86

14

14

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



n2

n3



Water Depth (m)

Date Depth (m)


c,kPa





- RC (Rock Core)


CLA

Y, %

SIL

T, %

SA

ND

, %

GR

AV

EL,

%

LL, %

PI,

%


Location

Type of core barrel

Type of Bit

LL - Liquid Limit




BlowCounts

T.D. R.L.

C.D.

EGL


- Chart Datum



SPT"N"

Value

Drilling Fluid



UC

S (R

ock)

, MP

a


n1 n2 n3 Poi

nt L

oad

Inde

x

UCS

ROP

DST

TCR

, %

SC

R, %

RQ

D, %

SP

T "N

-ext

" Val

ue

Frac

ture

Inde

x

Fine

s, %

Plate C13

Fugro Document No. 16-1520 Appendix D


D. LABORATORY TEST RESULTS

D.1 Summary of Soil testing

D.2 Summary of Rock testing

D.3 Particle Size Distribution Curves

D.4 Atterberg Limit Test Results

D.5 Unconsolidated Undrained (UU) Triaxial Compression Test Results

D.6 One-Dimensional Consolidation Test Results

GT/1520/16/R0/111

12/12/2016

Customer Add. 6/12/2016

FGTL Project No 12/12/2016

Triaxial UU

Fine Medium Coarse Bulk Dry

IS : 2720 (Part 11) IS 2720 (Part 3)

IS 2720 Part 6

IS 2720 (Part 2)

BH-01 3.00 3.50 NP 28.0 1.89 1.48 0.79 0.116

BH-02 3.00 3.50 89 30 59 8 73.0 1.61 0.93 1.84 0.44

1.50 1.95 31 63 1 1

4.50 4.95 37 55 1 1

7.50 7.95 37 49 2 5

10.50 10.95 29 63 1 1

1.50 1.95 8 22 67 1 0 2

3.00 3.50 5/2 2.684 88 30 58 23.15 98.0 1.50 0.76

6.00 6.45 88 1 0 0

10.50 10.95 8 21 26 23 6 16

13.50 13.95 7 17 27 45 2 2

1.50 1.95 8 28 63 1 0 0

3.00 3.50 7/2 2.673 80 26 54 18 72.0 1.68 0.98

6.00 6.45 6 15 78 1 0 0

9.00 9.45 58 23 35 14 13 31 32 1 9

1.50 1.95 7 92 1 0 0 0

3.00 3.60 12/3 2.680 37 17 20 15 58.2 1.72 1.09

6.00 9.45 4 22 74 0 0 0

9.00 9.45 63 24 39 29 17 18 17 1 18

4.50 4.95 80 14 1 0

7.50 7.95 42 22 20 4.01 18 30 45 6 0 1

12.00 12.45 47 19 28 13.39 9 37 51 1 0 2

BH-08 6.00 6.50 44 20 24 19.41 31.0 1.84 1.40 0.89 0.184

BH-09 3.00 3.50 89 20 69 35.95 93.0 1.46 0.76 2.49 0.729

1.50 1.95 8 5 9 67 3 8

4.50 4.95 53 26 27 20 37 16 10 15 5 17

7.50 7.55 NOT SUITABLE

1.50 1.95 8 6 13 50 5 18

3.00 3.50 11/2 2.594 109 33 76 22.5 85.4 1.44 0.78

6.00 6.45 8 6 58 21 2 5

BH WL WP IP

m IP % NP

5

NP

NP

NP

4

6

7

11NP

NS

SL Clay

Atterberg Limits (%)

WL

CLASSIFICATION TESTS

CompressionIndex

Cc

From

Depth (m)

c,(kPa, degree)

STRENGTHTESTS

IS 2720 (Part 5)

To

Sp.Gravity

IS 2720(Part 15)

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

WL Liquid Limit

Test with * mark are not under NABL accreditation scope

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). Endorsement of products is neither inferred nor implied.

Liquid LimitBorehole

meter

Plasticity Index

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

WP

Plastic Limit

Notes: -

Abbreviations used :

----END OF REPORT----

Remarks

Non PlasticPlasticity IndexPlastic Limit Percentage

Standard followed

*Density, g/cc

Silt

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

WP IP

SandInitial Void Ratio eo

Consolidation Test

LABORATORY TEST REPORT - SOIL SAMPLES

Project

BH. NO.

Geotechnical Investigation work for 2nd Stage Development of Commercial Karwar Port in Uttara Kannada District,Karnataka

.

16-1520

6

BS: 1377 Part 2 Cl.7.2.3.3IS 2720 (Part 4)

Particle Size Distribution (%) Moisture

Content(%)

Gravel

Report No.

Report Date

Date Test Started

Date Test Completed

BH-03

NP

BH-11

BH-07

BH-04

BH-05

BH-06

BH-10

NP

NP

NP

NP

NP

NP

NP

NP

NS

NP

T 3568 T 3569

GT/1520/16/R0/111

12/12/2016

Customer Add. 6/12/2016

FGTL Project No. 12/12/2016

From To

IS 8764 IS 9143:1979 (Reaffirmed 2011)

BH-01 8.55 10.00 Saturated 11.116 5.45 -- 159.3

9.60 11.00 Saturated 11.303 5.444 -- 148.6

11.00 12.50 Saturated 11.895 5.448 -- 36.7

11.85 13.30 Saturated 9.959 5.454 -- 108.7

13.30 14.80 Saturated 10.929 5.419 -- 37.6

14.55 16.00 Saturated 5.496 1.91 --

16.00 17.50 Saturated 11.426 5.448 -- 92.2

11.02 12.50 Saturated 5.452 5.80 --

12.50 14.00 Saturated 11.159 5.449 -- 107.2

BH-06 11.80 13.30 Saturated 11.146 5.445 -- 116.4

15.10 16.50 Saturated 5.691 5.438 7.05 --

16.50 18.00 Saturated 11.083 5.492 -- 69.3

9.55 11.00 Saturated 11.308 5.449 -- 100.3

11.00 12.50 Saturated 11.06 5.447 -- 137.3

BH-09 9.05 10.50 Saturated 10.971 5.443 -- 178.4

7.55 9.00 Saturated 5.485 6.09 --

9.00 10.50 Saturated 11.305 5.475 -- 260.0

6.50 8.00 Saturated 11.221 5.478 -- 85.7

8.00 9.50 Saturated 10.822 5.479 -- 85.1

Abbreviations used

Notes :

Date Test Started

Date Test Completed


.

16-1520

BH-02

BH-11

BH-08

BH-03

BH-04

BH-05

BH-07

BH-10

Condition during Strength

testDiameter (cm)

Standard Followed

Borehole No. / Customer Ref.*Point Load

Index Strength (Is)50 (MPa)

----END OF REPORT----

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

Test with * mark are not under NABL accreditation scopeThe 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

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

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

LABORATORY TEST REPORT - ROCK SAMPLES

Project

Remarks

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

Corrected Uniaxial Compressive Strength (Saturated ) MPa

Report No

Report Date

SampleDepth(m)

Length (cm)

T 3569


Title : Particle Size Distribution

Medium Coarse Coarse

63 1 1


49 2 1

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

1Fine Medium

Sand

5

Clay

29 63

1.1224.854CcCu

Cu

Sample ID No.

Project :

Depth (m)


Method of Test IS : 2720 (Part - 4)

BH. No.

Customer :

31

16-07469BH. No.

D10

Silt

1.50-1.95

D10D30

1

Cc

4

Gravel

D60 D60

1

Sample ID No.

Coarse SandCu

BH-03

Clay

D30

BH-03 4.50-4.95

FineSilt Sand

Fine

37

GravelSand

Medium

Sample ID No.16-07470

Depth (m)

FGTLProjectNo.

16-1520

12/12/2016Date

16-07135

GravelSand

Coarse Sand 4.879

BH-03 7.50-7.95

Clay

D10

Silt

. Input for CD60

0.000 5.081

Silt

0.000Cu

67

Cc

37

1.206

Depth (m)

Gravel

10.50-10.95BH-03

Clay

BH. No.

D30

Fine

4.618 1.115

16-07471Sample ID No.BH. No. Depth (m)

0.000 0.000

55

0.000Cc

0.000 1.131

6

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100Particle Diameter (mm)

Perc

enta

ge F

iner

(%)

0

10

20

30

40

50

60

70

80

90

100


Perc

enta

ge F

iner

(%)

0

10

20

30

40

50

60

70

80

90

100


Perc

enta

ge F

iner

(%)

0

10

20

30

40

50

60

70

80

90

100


Perc

enta

ge F

iner

(%)




1 0 0


23 6 2


8

8 2Fine Medium

Sand

16 7

BH. No.

0.000

27 45

NANACcCu

17

Sample ID No.

Project :

Depth (m)


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

BH. No.

Customer :

16-07139BH. No.

D10

Silt

1.50-1.95

D10D30

0

Cc

BH-04

Gravel

D60 D60

069

Cu

Clay

1122

Cu

--Coarse Sand

88

Sample ID No.

1

Cc

0.899

16-07147

16-07142Depth (m)

Clay

D30

BH-04 6.00-6.45

FineSilt Sand

Fine

GravelSand

FGTLProjectNo.

16-1520

12/12/2016Date

GravelSand

Medium

Sample ID No.

BH-04 10.50-10.95

Clay

D10

Silt

. Input for CD60

0.000 NA

Silt

0.000Cu Cc

26

NA

Depth (m)

--

Gravel

2.212

Clay

BH. No.

--

13.50-13.95BH-04

D30

Fine

NA NA

16-07145

21

Sample ID No.Depth (m)

0.000

0

10

20

30

40

50

60

70

80

90

100


Perc

enta

ge F

iner

(%)

0

10

20

30

40

50

60

70

80

90

100


Perc

enta

ge F

iner

(%)

0

10

20

30

40

50

60

70

80

90

100


Perc

enta

ge F

iner

(%)

0

10

20

30

40

50

60

70

80

90

100


Perc

enta

ge F

iner

(%)




1 0 0


32 1 0


1

0.000

Sample ID No.3.00-3.50

Cc

6 15

NA

16-07151

D30

Fine

NA NA

16-07155

13

0.000Coarse Sand

NA

Depth (m)

Coarse Sand

Gravel

NA

Clay

BH. No.BH-05

0.000

NA

Silt

--Cu Cc

31

BH-05 9.00-9.45

Clay

D10

Silt

--D60

--

GravelSand

FGTLProjectNo.

16-1520

12/12/2016Date

GravelSand

Medium


Depth (m)

Clay

D30

BH-05 6.00-6.45

FineSilt Sand

Fine


Gravel

D60 D60

063

Cu

Clay

28

Cu

78

16-07150BH. No.

D10

Silt

1.50-1.95

D10D30

0

Cc

BH-05Sample ID No.

Project :

Depth (m)



BH. No.

Customer :

0 0

NANACcCu

100

8

14 0Fine Medium

Sand

9 0

BH. No.

0.000

0

10

20

30

40

50

60

70

80

90

100


Perc

enta

ge F

iner

(%)

0

10

20

30

40

50

60

70

80

90

100


Perc

enta

ge F

iner

(%)

0

10

20

30

40

50

60

70

80

90

100


Perc

enta

ge F

iner

(%)

0

10

20

30

40

50

60

70

80

90

100


Perc

enta

ge F

iner

(%)




1 0 0


17 1 1


0

0.000

Sample ID No.9.00-9.45

Cc

4 22

NA

16-07164

D30

Fine

1.792 0.968

16-07164

17

NA

Depth (m)

Coarse Sand

Gravel

NA

Clay

BH. No.

NA

Silt

--Cu Cc

18

BH-06 9.00-9.45

Clay

D10

Silt

--D60

--

GravelSand

Medium

Sample ID No.

FGTLProjectNo.

16-1520

12/12/2016Date

16-07162Depth (m)

Clay

D30

BH-06 6.00-6.45

FineSilt Sand

Fine

0.000

BH-06

0.000Coarse Sand


Gravel

D60 D60

092

Cu

Clay

7

Cu

74

16-07159BH. No.

D10

Silt

1.50-1.95

D10D30

0

Cc

BH-06Sample ID No.

Project :

Depth (m)



BH. No.

Customer :

0.000

18 17

NANACcCu

Sand

18 29

BH. No.

29 18Fine Medium

17

GravelSand

0

10

20

30

40

50

60

70

80

90

100


Perc

enta

ge F

iner

(%)

0

10

20

30

40

50

60

70

80

90

100


Perc

enta

ge F

iner

(%)

0

10

20

30

40

50

60

70

80

90

100


Perc

enta

ge F

iner

(%)

0

10

20

30

40

50

60

70

80

90

100


Perc

enta

ge F

iner

(%)




14 1 0


1 0 0


D30

Fine

2.843 1.197

0

37

#REF!#REF!

Sample ID No.

NA

Depth (m)

--

Gravel

NA

Clay

BH. No.BH-7

-- --

NA

Silt

0.000Cu Cc

51

BH-7 12.00-12.45

Clay

D10

Silt

. Input for CD60

0.000

GravelSand

FGTLProjectNo.

16-1520

12/12/2016Date

GravelSand

Medium

Sample ID No.

Clay

D30

BH-7 7.50-7.95

FineSilt Sand

Fine

6

Cc

Sample ID No.Depth (m) 0

0Depth (m)

0

18 30

NA

Gravel

D60 D60

180

Cu

Clay

Cu

45

0BH. No.

D10

Silt

4.50-4.95

D10D30

0

Cc

BH-7Sample ID No.

Project :

Depth (m)



BH. No.

Customer :

0 0

NANACcCu

100

5

9 0Fine Medium

Sand

2 0

BH. No.

#REF!

0

10

20

30

40

50

60

70

80

90

100


Perc

enta

ge F

iner

(%)

0

10

20

30

40

50

60

70

80

90

100


Perc

enta

ge F

iner

(%)

0

10

20

30

40

50

60

70

80

90

100


Perc

enta

ge F

iner

(%)

0

10

20

30

40

50

60

70

80

90

100


Perc

enta

ge F

iner

(%)




67 3 5


0 0 0


15

--

Sample ID No.0

Cc

37 16

NA

0

D30

Fine

NA NA

0

100

NA

Depth (m)

--

Gravel

NA

Clay

BH. No.

NA

Silt

0.000Cu Cc

0

BH-10 0

Clay

D10

Silt

. Input for CD60

0.000

GravelSand

FGTLProjectNo.

16-1520

12/12/2016Date

GravelSand

Medium


Depth (m)

Clay

D30

BH-10 4.50-4.95

FineSilt Sand

Fine

0.000

BH-10

--Coarse Sand


Gravel

D60 D60

179

Cu

Clay

5

Cu

10

16-07170BH. No.

D10

Silt

1.50-1.95

D10D30

8

Cc

BH-10Sample ID No.

Project :

Depth (m)


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

BH. No.

Customer :

0 0

NANACcCu

100

8

0 0Fine Medium

Sand

0 0

BH. No.

0.000

0

10

20

30

40

50

60

70

80

90

100


Perc

enta

ge F

iner

(%)

0

10

20

30

40

50

60

70

80

90

100


Perc

enta

ge F

iner

(%)

0

10

20

30

40

50

60

70

80

90

100


Perc

enta

ge F

iner

(%)

0

10

20

30

40

50

60

70

80

90

100


Perc

enta

ge F

iner

(%)




50 5 2


##### ### 0


21

0.000

Sample ID No.0

Cc

8 6

NA

0

D30

Fine

NA NA

16-07177

#DIV/0!

0.000Coarse Sand

#DIV/0!

Depth (m)

Coarse Sand

Gravel

NA

Clay

BH. No.BH-11

0.000

#DIV/0!

Silt

#DIV/0!Cu Cc

#DIV/0!

BH-11 3.00-3.50

Clay

D10

Silt

#DIV/0!D60

#DIV/0!

GravelSand

FGTLProjectNo.

16-1520

12/12/2016Date

GravelSand

Medium

Sample ID No.16-07178B

Depth (m)

Clay

D30

BH-11 6.00-6.45

FineSilt Sand

Fine


Gravel

D60 D60

513

Cu

Clay

6

Cu

58

16-07176BH. No.

D10

Silt

1.50-1.95

D10D30

18

Cc

BH-11Sample ID No.

Project :

Depth (m)



BH. No.

Customer :

0 0

NANACcCu

100

8

#DIV/0! 0Fine Medium

Sand

#DIV/0! 0

BH. No.

0.000

0

10

20

30

40

50

60

70

80

90

100


Perc

enta

ge F

iner

(%)

0

10

20

30

40

50

60

70

80

90

100


Perc

enta

ge F

iner

(%)

0

10

20

30

40

50

60

70

80

90

100


Perc

enta

ge F

iner

(%)

0

10

20

30

40

50

60

70

80

90

100


Perc

enta

ge F

iner

(%)


Title : Atterberg Limit

Job No. 16-1520

Date 30/11/2016

Sample preparation


#REF!

Plasticity index Plastic limitLiquid limit

54 #REF!

#REF!

75

BH. No.

#REF!

Depth (m)

#REF!


Plasticity index

#REF! #REF!

#REF! #REF!

Sample ID No.

BH-02

Plastic limit

#REF!

Liquid limit

3.00-3.50 16-06718

Plasticity index (%)Plastic limit (%)Liquid limit (%)

BH. No. Depth (m) Sample ID No. BH. No.

Liquid Limit (Casagrande Method) and Plastic Limit

Test Certificate

Customer :

Project : Geotechnical Investigation work for 2nd Stage Development of Commercial Karwar Port in Uttara Kannada District,Karnataka


89 30 59

#REF! #REF! #REF!

BH. No. Depth (m) Sample ID No.

63 #REF! #REF!

Liquid limit Plastic limit Plasticity index

65

70

75

80

85

90

95

100

105

110

115

10 100No. of Bumps

Moi

stur

e C

onte

nt (%

)

50

55

60

65

70

75

80

85

90

95

100

10 100 No. of Bumps

Moi

stur

e C

onte

nt (%

)

30

35

40

45

50

55

60

65

70

75

80

10 100 No. of Bumps

Moi

stur

e C

onte

nt (%

)

35

40

45

50

55

60

65

70

75

80

85

10 100 No. of Bumps

Moi

stur

e C

onte

nt (%

)



Job No. 16-1520

Date 12/12/2016

Sample preparation


#REF!


54 #REF!

#REF!

75

BH. No.

#REF!

Depth (m)

#REF!


Plasticity index

#REF! #REF!

#REF! #REF!

Sample ID No.

BH-04

Plastic limit

#REF!

Liquid limit

3.00-3.50 16-07140




Test Certificate

Customer :



88 30 58

#REF! #REF! #REF!


63 #REF! #REF!


65

70

75

80

85

90

95

100

105

110

115

10 100No. of Bumps

Moi

stur

e C

onte

nt (%

)

50

55

60

65

70

75

80

85

90

95

100

10 100 No. of Bumps

Moi

stur

e C

onte

nt (%

)

30

35

40

45

50

55

60

65

70

75

80

10 100 No. of Bumps

Moi

stur

e C

onte

nt (%

)

35

40

45

50

55

60

65

70

75

80

85

10 100 No. of Bumps

Moi

stur

e C

onte

nt (%

)



Job No. 16-1520

Date 12/12/2016

Sample preparation


63 #REF! #REF!


#REF! #REF! #REF!


80 26 54


Test Certificate

Customer :




BH-05

Plastic limit

BH-05

Liquid limit

3.00-3.50 16-07151


23 35

9.00-9.45 16-07155

Sample ID No.

#REF!


Plasticity index

#REF!

58

BH. No.

#REF!

Depth (m)

#REF!


54 #REF!

55

60

65

70

75

80

85

90

95

100

105

10 100No. of Bumps

Moi

stur

e C

onte

nt (%

)

30

35

40

45

50

55

60

65

70

75

80

10 100 No. of Bumps

Moi

stur

e C

onte

nt (%

)

35

40

45

50

55

60

65

70

75

80

85

10 100 No. of Bumps

Moi

stur

e C

onte

nt (%

)

30

35

40

45

50

55

60

65

70

75

80

10 100No. of Bumps

Moi

stur

e C

onte

nt (%

)



Job No. 16-1520

Date 12/12/2016

Sample preparation


63 #REF! #REF!


#REF! #REF! #REF!


37 17 20


Test Certificate

Customer :




BH-06

Plastic limit

BH-06

Liquid limit

3.00-3.45 16-07160


24 39

9.00-9.45 16-07164

Sample ID No.

#REF!


Plasticity index

#REF!

63

BH. No.

#REF!

Depth (m)

#REF!


54 #REF!

10

15

20

25

30

35

40

45

50

55

60

10 100No. of Bumps

Moi

stur

e C

onte

nt (%

)

30

35

40

45

50

55

60

65

70

75

80

10 100 No. of Bumps

Moi

stur

e C

onte

nt (%

)

35

40

45

50

55

60

65

70

75

80

85

10 100 No. of Bumps

Moi

stur

e C

onte

nt (%

)

40

45

50

55

60

65

70

75

80

85

90

10 100No. of Bumps

Moi

stur

e C

onte

nt (%

)



Job No. 16-1520

Date 12/12/2016

Sample preparation



63 #REF! #REF!


#REF!

20

#REF! #REF!


BH-7

Liquid limit (%)

42 22

BH. No.


Test Certificate

Customer :



Plastic limit

BH-7

Liquid limit

7.50-7.95 0

Plasticity index (%)Plastic limit (%)

19 28

12.00-12.45 0

Sample ID No.

#REF!


Plasticity index

#REF!

47

BH. No.

#REF!

Depth (m)


54 #REF! #REF!

10

15

20

25

30

35

40

45

50

55

60

10 100No. of Bumps

Moi

stur

e C

onte

nt (%

)

30

35

40

45

50

55

60

65

70

75

80

10 100 No. of Bumps

Moi

stur

e C

onte

nt (%

)

35

40

45

50

55

60

65

70

75

80

85

10 100 No. of Bumps

Moi

stur

e C

onte

nt (%

)

20

25

30

35

40

45

50

55

60

65

70

10 100No. of Bumps

Moi

stur

e C

onte

nt (%

)



Job No. 16-1520

Date 30/11/2016

Sample preparation


63 #REF! #REF!


#REF! #REF! #REF!


44 20 24


Test Certificate

Customer :




BH-09

Plastic limit

BH-09

Liquid limit

6.00-6.50 16-06733


20 69

3.00-3.50 16-06737

Sample ID No.

#REF!


Plasticity index

#REF!

89

BH. No.

#REF!

Depth (m)

#REF!


54 #REF!

25

30

35

40

45

50

55

60

65

70

75

10 100No. of Bumps

Moi

stur

e C

onte

nt (%

)

30

35

40

45

50

55

60

65

70

75

80

10 100 No. of Bumps

Moi

stur

e C

onte

nt (%

)

35

40

45

50

55

60

65

70

75

80

85

10 100 No. of Bumps

Moi

stur

e C

onte

nt (%

)

60

65

70

75

80

85

90

95

100

105

110

10 100No. of Bumps

Moi

stur

e C

onte

nt (%

)



Job No. 16-1520

Date 12/12/2016

Sample preparation


63 #REF! #REF!


#REF! #REF! #REF!


53 26 27


Test Certificate

Customer :




BH-10

Plastic limit

#REF!

Liquid limit

4.50-4.95 16-07172


#REF! #REF!

#REF! #REF!

Sample ID No.

#REF!


Plasticity index

#REF!

75

BH. No.

#REF!

Depth (m)

#REF!


54 #REF!

35

40

45

50

55

60

65

70

75

80

85

10 100No. of Bumps

Moi

stur

e C

onte

nt (%

)

50

55

60

65

70

75

80

85

90

95

100

10 100 No. of Bumps

Moi

stur

e C

onte

nt (%

)

30

35

40

45

50

55

60

65

70

75

80

10 100 No. of Bumps

Moi

stur

e C

onte

nt (%

)

35

40

45

50

55

60

65

70

75

80

85

10 100 No. of Bumps

Moi

stur

e C

onte

nt (%

)



Job No. 16-1520

Date 12/12/2016

Sample preparation


63 #REF! #REF!


#REF! #REF! #REF!


109 33 76


Test Certificate

Customer :




BH-11

Plastic limit

#REF!

Liquid limit

3.00-3.50 16-07177


#REF! #REF!

#REF! #REF!

Sample ID No.

#REF!


Plasticity index

#REF!

75

BH. No.

#REF!

Depth (m)

#REF!


54 #REF!

80

85

90

95

100

105

110

115

120

125

130

10 100No. of Bumps

Moi

stur

e C

onte

nt (%

)

50

55

60

65

70

75

80

85

90

95

100

10 100 No. of Bumps

Moi

stur

e C

onte

nt (%

)

30

35

40

45

50

55

60

65

70

75

80

10 100 No. of Bumps

Moi

stur

e C

onte

nt (%

)

35

40

45

50

55

60

65

70

75

80

85

10 100 No. of Bumps

Moi

stur

e C

onte

nt (%

)


Job No. : 16-1520

BH. No. BH-04

Sample ID. 16-07141

Test Depth (m) 3.00-3.45

Test Date 12/12/16

IS:2720 : Part XI

Type of specimen: UDS Nominal diameter 38 mm

Bulk Density (g/cm3) 1.54 Bulk Density (g/cm3) 1.48 Bulk Density (g/cm3) 1.49

Moisture Content (%) 98 Moisture Content (%) 98 Moisture Content (%) 98

Dry Density (g/cm3) 0.78 Dry Density (g/cm3) 0.75 Dry Density (g/cm3) 0.75

Confining Pressure (kPa) 50 Confining Pressure (kPa) 100 Confining Pressure (kPa) 200

Major Principle stress 1 61 Major Principle stress 1 120 Major Principle stress 1 229.1

Shear strength, Cu (kPa) 5.7 Shear strength, Cu (kPa) 10.0 Shear strength, Cu (kPa) 14.6

Axial Strain at failure, % 6.6 Axial Strain at failure, % 7.9 Axial Strain at failure, % 5.9

Strain at 50% of failure ( 50) (%) 1.1 Strain at 50% of failure ( 50) (%) 1.2 Strain at 50% of failure ( 50) (%) 1.4

5.22 2.49

Format No. FM-LAB-TEST-16 Revision No. 00 Tested By: AW Checked By: AS

Mohr Circle Plot

Cohesion, c (kPa) Internal friction angle, (degree)

Unconsolidated Undrained Triaxial Compression Test

Project :Geotechnical Investigation work for 2nd Stage Development of Commercial Karwar Port in Uttara Kannada District,Karnataka

Test method :

Specimen 2

Specimen details

Specimen 1 Specimen 3

5.218

0

50

100

150

200

250

0 50 100 150 200 250

Normal Stress (kPa)

Shea

r Str

ess

(kPa

)


Job No. : 16-1520

BH. No. BH-05

Sample ID. 16-07151


Test Date 12/12/16

IS:2720 : Part XI






Major Principle stress 1 64 Major Principle stress 1 120.5 Major Principle stress 1 226.5




7.04 1.67


Mohr Circle Plot




Test method :

Specimen 2

Specimen details


7.042

0

50

100

150

200

250

0 50 100 150 200 250

Normal Stress (kPa)

Shea

r Str

ess

(kPa

)


Job No. : 16-1520

BH. No. BH-06

Sample ID. 16-07160


Test Date 12/12/16

IS:2720 : Part XI










12.38 2.85




Test method :

Specimen 2

Specimen details


Mohr Circle Plot


12.385

0

50

100

150

200

250

300

0 50 100 150 200 250 300

Normal Stress (kPa)

Shea

r Str

ess

(kPa

)


Job No. : 16-1520

BH. No. BH-11

Sample ID. 16-07172


Test Date 12/12/16

IS:2720 : Part XI










10.68 2.44


Mohr Circle Plot




Test method :

Specimen 2

Specimen details


10.685

0

50

100

150

200

250

300

0 50 100 150 200 250 300

Normal Stress (kPa)

Shea

r Str

ess

(kPa

)

Page 1 of 3

ONE-DIMENSIONAL CONSOLIDATION PROPERTIES OF SOIL

Customer :Project :Location Kannada District Karnataka

: KARWAR

Borehole No. : BH-01Sample Ref. : 16-06712Depth (m) :Visual description : Silty CLAY

Laboratory InformationLab. Report No.

Date of test : Report DateTest location : FUGRO GEOTECH (INDIA) PVT LIMITED, NAVI MUMBAITest method : IS :2720 Part-15Test method variation : None Lab. Sample No.: 16-06712Sample preparation : IS :2720 Part-15 Tested by: L.T

Test ResultInitial Soil Properties Sample DetailsParticle density : Assumed Sample type :Moisture content : 28 %Bulk density : Mg/m³ Sample condition : UndisturbedDry density : Mg/m³ Specimen location :Void ratio : Test ConditionsDegree of saturation : % Laboratory temperature : to °CHeight of solid particles : mm Time fitting method : Square root time

Swelling Pressure/Seating Load ps = kPaInitial Void Ratio e 0 =Compression Index C c =Estimated Preconsolidation Pressure pc = kPa

Authorised by: Aloke Samanta Laboratory Manager

Project No. 16-1453

1.89

94

secondary

c v (m²/year)m v (m²/MN)

Coefficient of

1.48

Coefficient of

C

4.504.71

8.924.16

-14.64

Geotechnical Investigation work for 2nd Stage Development of Commercial Karwar Port in Uttara

GT/1520/16/R0/111

11/12/16

consolidation

2.65

consolidationVoid Ratio

11.22

0.79

volume

12/12/16

2725

Coefficient of

3.00

Undisturbed sample - open drive

0.2450.7520.7380.721 0.095

2550100200

2.460.695

Pressure

0.7635

Increment

(kPa)

400

2000.660800

505

3.00 to 3.50

0.051

-0.425

0.778

0.160

compressiblity

0.076

160

5

0.1160.79

GEO-soil-033-D

Page 2 of 3


Customer : .Project :

Location : KARWAR


Geotechnical Investigation work for 2nd Stage Development of Commercial Karwar Port in Uttara Kannada District Karnataka

3.00 to 3.50

Test Result


Project No. 16-1453

e0 e0

0.6000.6200.6400.6600.6800.7000.7200.7400.7600.7800.800

1 10 100 1000 10000

Pressure (kPa)

Voi

d R

atio

0.00

2.00

4.00

6.00

8.00

10.00

12.00

14.00

16.00

1 10 100 1000 10000

Pressure (kPa)

c v m

2 /yr

0.0000.0500.1000.1500.2000.2500.3000.3500.4000.450

1 10 100 1000 10000

Pressure (kPa)

mv m

2 /MN

GEO-soil-033-D

Page 3 of 3



Location : KARWAR



3.00 to 3.50


Project No. 16-1453

A

B

C

D

E

Pc = 158 kPa

0.600

0.650

0.700

0.750

0.800

0.850

1 10 100 1000 10000

Pressure (kPa)

Voi

d R

atio

e / log p curve A = [Point of maximum curvature]

B = [Tangent to curve at point A] C = [Horizontal line through point A]

D = Line bisecting angle between lines B and C] E = [Virgin compression line]

Preconsolidation Pressure

GEO-soil-033-D

Page 1 of 3



Location : KARWAR







Project No. 16-1520

1.763

1.172

compressiblity

1.7051.368

0.346

40

5

0.4401.84

1.80

5

3.00 to 3.50

0.161

-2.480

2000.929800

50

1.062

Pressure

1.6285

Increment

(kPa)

400

1.516

1.215 0.647

2550100200

volume

12/12/16

2725

Coefficient of

3.00



GT/1520/16/R0/111

11/12/16

consolidation

2.65


7.06

1.84

1.33

1.211.27

-1.74

2.41

1.61

100

secondary


Coefficient of

0.93

Coefficient of

C

GEO-soil-033-D

Page 2 of 3



Location : KARWAR


3.00 to 3.50


Test Result


Project No. 16-1520

e0 e0

0.600

0.800

1.000

1.200

1.400

1.600

1.800

2.000

1 10 100 1000 10000

Pressure (kPa)

Voi

d R

atio

0.00

0.50

1.00

1.50

2.00

2.50

3.00

1 10 100 1000 10000

Pressure (kPa)

c v m

2 /yr

0.000

0.500

1.000

1.500

2.000

2.500

3.000

1 10 100 1000 10000

Pressure (kPa)

mv m

2 /MN

GEO-soil-033-D

Page 3 of 3



Location : KARWAR


3.00 to 3.50



Project No. 16-1520

A

B

C

D

E

Pc = 38 kPa

0.800

1.000

1.200

1.400

1.600

1.800

2.000

2.200

1 10 100 1000 10000Pressure (kPa)

Voi

d R

atio





GEO-soil-033-D

Page 1 of 3



Location : KARWAR







Project No. 16-1520

0.884

0.271

compressiblity

0.4160.819

0.113

125

5

0.1840.89

13.60

5

6.00 to 6.50

0.079

-0.550

2000.690800

50

0.745

Pressure

0.8645

Increment

(kPa)

400

0.844

0.786 0.184

2550100200

volume

12/12/16

2725

Coefficient of

6.00



GT/1520/16/R0/111

12/12/16

consolidation

2.65


10.63

0.89

4.38

6.385.37

-7.34

3.73

1.84

93

secondary


Coefficient of

1.40

Coefficient of

C

GEO-soil-033-D

Page 2 of 3



Location : KARWAR


6.00 to 6.50


Test Result


Project No. 16-1520

e0 e0

0.600

0.650

0.700

0.750

0.800

0.850

0.900

0.950

1 10 100 1000 10000

Pressure (kPa)

Voi

d R

atio

0.00

2.00

4.00

6.00

8.00

10.00

12.00

14.00

16.00

1 10 100 1000 10000

Pressure (kPa)

c v m

2 /yr

0.000

0.100

0.200

0.300

0.400

0.500

0.600

1 10 100 1000 10000

Pressure (kPa)

mv m

2 /MN

GEO-soil-033-D

Page 3 of 3


Customer : .

Project :

Location : KARWAR


6.00 to 6.50



Project No. 16-1520

A

B

C

D

E

Pc = 127 kPa

0.600

0.650

0.700

0.750

0.800

0.850

0.900

0.950

1 10 100 1000 10000Pressure (kPa)

Voi

d R

atio





GEO-soil-033-D

Page 1 of 3


Customer : .

Project :

Location : KARWAR







Project No. 16-1520

55

5

0.7292.49

3.00 to 3.50

0.237

-2.132

2.463

1.831

compressiblity

0.514

505

2001.094800 0.471.314

Pressure

2.3175

Increment

(kPa)

400

2550100200

1.7352.1731.8831.579 1.055

volume

12/12/16

2725

Coefficient of

3.00



GT/1520/16/R0/111

12/12/16

consolidation

2.65


5.77

2.49

-1.77

0.84

0.620.53

0.52

1.46

98

secondary


Coefficient of

0.76

Coefficient of

C

GEO-soil-033-D

Page 2 of 3



Location : KARWAR


3.00 to 3.50


Test Result


Project No. 16-1520

e0 e0

0.6000.8001.0001.2001.4001.6001.8002.0002.2002.4002.600

1 10 100 1000 10000

Pressure (kPa)

Voi

d R

atio

0.000.200.400.600.801.001.201.401.601.802.00

1 10 100 1000 10000

Pressure (kPa)

c v m

2 /yr

0.000

0.500

1.000

1.500

2.000

2.500

1 10 100 1000 10000

Pressure (kPa)

mv m

2 /MN

GEO-soil-033-D

Page 3 of 3


Customer: .

Project :

Location : KARWAR


3.00 to 3.50



Project No. 16-1520

A

B

C

D

E

Pc = 54 kPa

0.500

1.000

1.500

2.000

2.500

3.000

1 10 100 1000 10000Pressure (kPa)

Voi

d R

atio





GEO-soil-033-D

TO G

OA

ROA

D

LON

DO

N B

RID

GE

PRIVATE LAND

CUSTOMS LAND

SCOOTER SHED

CYCLE

SHED

TOWER

WEI

GH

BRI

DG

E

LABOUR QUARTERS

HUTS

IRON O

RE DUMPIN

G PLACE

IRON ORE GODOWN

VACANT LAND

QUARTERS

ZILLA PARISHAT

RAD

OR

STA

TIO

N

SHED

SHED

SHOP

MARINE ENGINEERS OFFICE

IRON ORE DUMPING PLACE


GRANITE YARD

QUARTERSQUARTERS VACANT LAND

PRIVATE BUILDING

PRIV

ATE

BU

ILD

ING

QUARTERS

QUARTERS

QUARTERS

16.114.7

21.5

11.2

3.1

33.3

8.2

19.2

24.7

18.3

20.7

38.6

22.2

18.0

27.1

6.44.2

14.2 16.9

TEMPLE

20.2 9.7

13.7

21.6 2.3 11.8

27.440.9

24.8

36.342.5

56.2

47.6

17.0

60.4

87.7

93.8

19.7

26.311.7

8.818.6

18.6

9.5

13.9

8.3

24.1

23.4

20.3

9.1

40.9

48.8

39.822.6

26.6

6.5

10.7 20.5 46.1 7.6

26.6

29.527.15.921.3

14.413.5

16.8

14.1

5.4102.761.3

39.2

51.826.7

14.4

2.819.71.1

19.7

12.7

11.2

8.49.2

49.1

26.6

46.0

12.8 3.7

8.9

30.0

64.1

18.3

37.5

DIRECTOR O

F PORT'S

& IWT

RUCHI GOLD


GUEST HOUSE

10.1

3.9 5.5

3.1

29.9

15.05.139

.1

19.2 21.1 12.7 30.0

23.4

30.4

30.4

39.313.815.220.2

38.6

10.1

18.8

46.6

7.18.71.769.5

QUARTERS

CUSTOMS LAND

6.539.7

32.1

5.8

5.027.2

38.2

8.8

8.22.8

12.3

22.7

46.4 10.1

15.9

47.7

24.6

25.8

48.5

23.0

31.016.210.1

12.0

19.2

39.0

12.4

83.8

50.5

32.17.2

11.417.618

.5

20.6

3753

M

P W D

RESIDENCY39

48 M

2

1628 M2

1353 M2

6.1

2.6

20.9

32.2

39.5

12.1

5.77.812.0

3.7

22.85.2

14.1

3678 M2

3254 M2

1738 M2

857 M2

706 M2

12158 M2

15530 M2

3611 M2

3590 M2

12.3

34.67.6

4.7

38.3

24.2

19.1

54.8

13.5

10.9

4350 M2

1212 M 2

CMFRI

4034 M2

SCHOOL

828 M 2

QUARTERS

ROAD

NH 1

7

ROAD

IRON ORE ROAD

ROAD

IRON ORE ROAD

ROAD

ROAD

QUARTERS

ROA

D

QUARTERS

NH 17

NH 17 WELL

IRON ORE ROAD

PETROL PUMP

NH

17

C&F

CONT

RACI

ON

DREAM

HANDA TRANSPORT

RUPA

WEIGH BRIDGE

PORT

OFFIC

E

TRANSI

T SH

ED

SOCIETY OFFICE

PETROL PUMP

POSPARIC ACID TANK

CEMETRY

ENCRO

ACH

ED A

REA

GRANITE YARD

SCHOOL

TEM

PLE

INDIAN OIL CORPORATION

KONKAN STORAGE SYSTEMS

TOPICANA LIQUID STORAGE

SEA BIRD

INP

FISH

ERIE

S W

HARF

WEIGH BRIDGE

SAI ANNAPURNA

BIO- PROTEINS

PVT LTD

TEMPLE

UTTLTEMPLE

ARI HANTA SHIP BREAKINGCOMPANY'S& STOCKING YARD

ENCROCHED AREA

J M BAXI & CO

GANESH SHIPPING

KASSEL EXPORT PVT. LTD.

KARNATAKA WARE HOUSING CORPORATION

BUILD

INGBU

ILDIN

G

ARABIAN SEA

WEIGH BRIDGE

HO

TEL

ENCROACHED AREA

TEMPLE

POST OFFICE

MARINE BATTERIES

EVERGREEN

SUPPLIERSALVARBS &THOMAS

OFF

ICE

OF

THE

SUPR

INTE

ND

ENT

OF

CUST

OM

S

IRON ORE ROAD

TRANSIT SH

ED

78.3

84.2

115.

0

95.9

53.0

81.5

79.1

38.0

0.96.3

7.26.5

5.3 6.1

58.3

12.4

55.6

18.4

19.3

54.7

0.73.7

37.1

68.9

25.0

29.4 27.3

17.6

33.5

2.630.0

43.3

40.2

16.5

34.037

.7

93.8

34.241.9

18.59.18.0

21.0

41.3

85.3

14.42.612.1

3.214.7

3.3

44.62.136.6

31.0

15.2

30.0

39.5

24.5

5.8

19.0

38.0

51.4

50.4

63.8

49.0

32.0

170.1

54.1

12.0

28.8

21.4

118.2

23.2

6.0

14.7

7.0 22.7

59.3

56.8

49.8

5.36.5

11.3

12.0

18.1

18.7

2.9 17.7

1.3

14.815.7 5.8 9.75.9

40.8

12.3

32.6

25.3

21.614.5

54.8

37.1

26.0

19.7

58.0

50.6

82.0

13.1

42.9

46.7

19.3

6.1

10.7 45.8 15.8

117.

2

68.2

10.3

12.929.2

37.015.0

14.121.2

60.7

18.5

16.215.3

16.520.8

10.1

20.6

37.83.610.9

33.8

6.0

52.7

21.8

9.327.2

28.0

14.2

22.0

16.9

15.6

21.3

30.3

13.8

9.922.9

12.418.1

12.2

16.3

35.0

24.3

158.1

17.76.7

19.1

28.6

8.919.1

24.9

5.7

20.5

26.4

29.7

13.3

46.2

6.9

37.9

14.8

3.5 19.2

9.5

11.6 26.8

32.2

32.8

27.2

44.3

44.7

29.710.213.5

6.6

58.0

11.4

7.5

12.64.3

28.5

9.89.514.7

13.4

5.633

.5

50.8

85.2

53.4

18.6

42.1

59.4

13.8

33.6

15.8

7.9

26.8

41.0

19.0

38.1

53.7

9.010.2

24.2

5.88.33.7

11.5

18.79.3

10.2

11.019.9

34.4

35.078.8

11.6

21.1

10.2 10.4 28.6

3.2

15.4 42.0

39.1

23.5

6.411.4

4.621.8

23.641.2

51.4

77.4

8.4

19.1 38.8 2.023.721.0

86.2

3.6

37.912.4

29.1

28.9

1.33.5

42.8

12.9

56.045.7

60.8

0.8

10.1

1.9

3.5

63.2

68.0

27.5

85.3

56.4 55.1

17.1

19.025.2

6.06.1

25.0

2.9

8.35.0

21.6

21.2

30.58.6

51.9

35.6

19.0

14.8

9.2

20.8

20.7

4.6

27.2

9.0

17.9

25.9

3.8

7.4

21.2

4.19

.0

12.4

56.345.5

51.6

97.8

10.9

53.9

28.619.9

61.3

12.0

28.7

64.2

42.1

59.6

29.8

39.4

23.3

38.19.3

17.5

14.934.7

10.1

43.2

15.4

23.2

28.2

4.2

8.0

7.0 7.15.4

4.9

9.6

11.3

6.1

12.8

14.2

12.3

19.6

12.0

12.9

22.3

21.0

4.6

3.0

7.0

14.1

28.4

52.3

2.45.55.7

32.16.3

4.213.8

14.6

2.84.34.1

3.44.7

41.2

76.1

55.2

46.8

11.0

7.115

.0

11.3

12.88.710.3

36.6

114.

9

65.4

37.7

23.9

29.8

21.4

14.6

12.5

9.6

13.2

18.7

9.2

6.43.1

12.6

13.0

6.3

31.7

18.3

5.9

12.2

6.3

18.5

54.6

15.7

16.015.9

26.0

27.3

18.0

32.4

12.1

17.5

8.4

23.7

11.9

31.3

8.7

14.6

17.1

2.0

70.4

19.2

49.7

22.7

15.8

23.9

10.4

18.9

8.9

27.3

32.2

33.5

22.219.8

71.8

13.3

21.517.2

51.79.011.9

8.2

16.1

9.4

27.6

19.5

11.7

25.7

22.5

19.8

12.7

17.8

16.2

5.0

9.1

25.0

38.0

10.5

16.1

11.5

7.4

21.5

13.217.8

29.5

16.0

34.2

15.7

23.5

16.9

7.2

36.4

59.0

122.3

53.037.2

121.6

172.7

166.2

46.4

16.2

95.1

70.2

8.6

5.8

BUILDING

BUIL

DING

121.7

BUILDING

BUILDING

BUILDING

FISH

ERIE

S NEW

AUCTI

ON HALL

SHED

14.0

5.5

GA

TE IN

2

MONEY EXCHANGE COUNTER

28.8

CULV

ERT

CULV

ERT

CU

LVER

T

CU

LVER

T

GA

TE O

UT

CHEK POST

BREA

K W

ATER

FISH

IREE

S DEP

ARTMEN

T

SHIP

PING Y

ARD

EXISTING CHANAL

4.4

5.3

7.98.6

6.07.3

19.1

31.0

9.5

SEA BIRD

SEA BIRD

SEA BIRD

ENCROCHED AREA

ENCROCHED AREA

ENC

RO

CH

ED A

REA

ENCROCHED AREA

TO MANGALORE

5.86.92.512.1

13.6

11.66.5

8.815.0

7.515.7 11.0 11.5

21.1

12.5

6.6

10.9

15.5

8.1

12.0

4.3 11

.4

6.3

23.6

21.5

10.8

10.6

10.6

4.6

27.6

9.5

25.0

36.1

11.0

44.1

17.6

8.75.85.4

20.8

14.66.3

10.5

2.8

41.8

16.211.1

8.0

31.0

18.2

26.9

12.0

27.3

14.6 16.7 9.9 10.5

29.2

19.8 8.6 36.6

12.3

18.129.5

29.9

12.5

7.114.68.6

43.6

27.4

50.0

36.4

28.0

70.317.4

22.2

14.2

47.1

10.9

23.4

13.8

10.9

11.2

5.810

.46.8

14.6

46.3

33.3

28.3

38.1

1336 M 2

QUARTERS

10116 M

145.

5

2

15435 M2

4285 M 2

20666 M2

8747 M2

22995 M2

9441 M 2

6382 M2

6517 M 2

9915 M2

ROAD BOUNDARY

RO

AD

BO

UN

DA

RY

10.6

6.22.89.8 28.7

15.6

8.8

13608 M2

23645 M2

26685 M2

13709 M2

2495

1 M

2

23264 M2

ENCROCHED AREA

35251 M2

182.8

4394 M2

PUY V

AST

H

M L

AGEN

CICES

VACANT LANDHILLY THIKLY WOODED AREA

58.4

80.6

136.

4

94.8

113.

7

16067 M2

NAVAL BOUNDARY WALL

NAVAL BOUNDARY WALL

NA

VA

L BO

UN

DA

RY

NA

VA

L BO

UN

DA

RY F

ENCI

NG

PORT

LA

ND

BO

UN

DA

RY L

INE

POSPARIC ACID TANK

NEW TIDAL OBSERVATORY & WATCH TOWER

SLIP WAY

SLIP WAY

BA

ITH

KO

L C

OV

E

TOW

ER

OLD

TID

AL

OB

SER

VA

TOR

Y

TOW

ER

TO SEA BIRD

SID

DA

RO

OD

AM

ATH

QUARTERS

ENGINEERIN

G DIV

ISION

HUTS

3600 M 2

PROPOSED BREAK WATER

APPROACH CHANNEL

APPROACH R

OAD

500 M TURNING CIRCLENEW

CARGO B

ERTH

PROPO

SED C

ARGO BER

TH 2

STAGE

nd

CONCRETE

HARD SURFA

CE 2

STAGE

ndPR

OPOSE

D REC

LAM

ATION A

REA

PROPO

SED R

ECLA

MATI

ON AREA

PROPO

SED C

ARGO BER

TH 2

STAGE

nd

PROPOSED CARGO BERTH 2 STAGE

nd

CONCRETE HARD SURFACE 2 STAGE

nd

PROPO

SED R

ECLA

MATI

ON AREA

EXTENTION OF BERTH FOR BANK CLEARENCE

200.0

74.0

200.0

1200 MTRS

533 M

TRS

355 M

TRS

500 M

TRS

DIA

PROPOSED 2 STAGE DEVELOPMENT OF KARWAR PORTnd

H1

I-4

I-5

G1

G2

1

1

2

2P3

1

T2

T3

S1

2

VACANT LAND

V1

V2

VACANT LAND

VACANT LAND

VACANT LAND

VACANT LAND

V4

VACANT LAND

V5

VACANT LAND

VACANT LAND

V6

VACANT LAND

E2

E1

E3

E4

E5

E6

E7

ENCROCHED AREA

7499 M2E8

VACANT LANT AREA

16510 M2V7

E9

V6

V6

V6

V6

E10

ENCROACHED AREA

E12

ENCROACHED AREA

E11

V4

V4

V4

V4

I-3

I-2

I-1

H2

V3

W E

N

S

PRO

POSE

D P

OLL

JETT

Y

BEA

CH S

IDE

7972

M2

PR 1

PR 2

PR 1

2

3225

8 M2

4535

8 M2

1963

49 M

2

1818

M

FENCING

UPGRA

DATION O

F LI

GHTERA

GE W

HARF

KARWAR PORT LAND SURVEY MAP

HILLY THIKLY W

OODED AREA

HILLY THIKLY W

OODED AREA

ROAD TO BREAK WATER

DEPT. LAND OCQUPIED FISH MILL

OLD LIGHTREGE WHARF

UKT SHED UNDER PORT DEPT.

ACQUIRED LAND

18.8

14.2

15.5

ACQUIRED LAND

SCHOOL

HUT

TREE

COCONUT TREE

SL No. TYPE OF PLOT COLOUR CODE AREA IN M REMARKS1 THOMAS ALVAROSE I-1 3590

CO. GODOWN I-2 3611 I-5 3753 23512 I-4 12558

GODOWN I-3 3600 3600

2 GRANITE YARD G1 15435G2 3254 18689

3 V1 1096V2 828V3 857

VACANT LAND V4 51898 280665V5 16067V6 193409V7 16510

4 E1 24951E2 23264E3 23645E4 26685E5 13709

ENCROCHED AREA E6 13608 190409E7 35251E8 7499E9 504E10 3917E11 1846E12 15530

5 ARIHANTA SHIP BEAKING STOCKING PLACE 6517 6517

6 UTTL 22995 22995

7 KASSEL EXPORT 20666 20666

8 TOPICANA LIQUID STORAGE 8747 8747

9 KONKAN STORAGE 9441 9441

10 INDIAN OIL CORPORATION 9915 9915

11 GANESH SHIPPING 10116 10116

12 RUCHI GOLD 3678 3678

13 CUSTOMS LAND C1 & C2 2565 2565

14 CMFRI 1336 1336

15 ZILLA PARISHAT 4034 4034

16 DIRECTOR OF PORT & IWT 8606 8606

17 PRIVATE LAND P1,P2 & P3 5055 5055

18 QUARTERS Q1,Q2,Q3 & Q4 21128 21128

19 LABOUR QUARTERS 1007 1007

20 TEMPLE TI,T2 & T3 8748 8748

21 GUEST HOUSE 1628 1628

22 PWD RESIDENCY 3948 3948

23 WAREHOUSING CORPORATION 11303 11303

24 SHIPPING YARD 38580 38580

25 FISHERIES DEPARTMENT 22529 22529

26 SCHOOL S1 & S2 4704 4704

27 HUT H1 & H2 6511 6511

28 PETROL PUMP 833 833

29 WEIGH BRIDGE 1366 1366

30 NH 17 28742 28742

31 BREAK WATER 7307 7307

32 MARINE ENGINEERS OFFICE 1045 1045

33 ROAD AREA 21274 21274

34 SECOND STAGE DEVOLEPMENNT AREA 1218052 1218052

35 BEACH SIDE 35210 35210

2

(ACQUIRED LAND)

OWNER DIRECTOR OF PORTS & IWT KARWAR KARNATAKA Govt.

PROJECT KARWAR PORT LAND DIGITAL SURVEY

TITLE

SURVEYED BY V.G. ANIL & TEAM

DRAWN BY P.S. PRASAD

CHECKED BY

DATE SCALE 1 : 3000

SIZE - A0 GRID INTERVEL 300M X 300M

THIS DRAWING OR DESIGN THE PROPERTY OF DIRECTOR OF PORTS & IWT KARWAR.KARNATAKA GOVT. AND SHOULD NOT BE LENT COPIED OR OTHERWISE USED WITHOUTTHEIR WRITTEN PERMISSION

PROJECT :- PROPOSED PROJECT PLAN OF SECOND STAGE DEVELOPMENT OF KARWAR PORT

EXISTING NEW CARGO BERTH

EXISTING CONCRETE AREA

PROPOSED CARGO BERTH SECOND STAGE

CONCRETE HARD SURFACE SECOND STAGE

PROPOSED RECLAMATION AREA SECOND STAGE

UPGRADATION OF LIGHTERAGE WHARF

PROPOSED BREAK WATER

EXTENSION OF BERTH FOR BANK CLEARENCE

APPROCH NEW ROAD

500 M TURNING CIRCLE

POLL JETTY

TOTAL PROPOSED AREA

TOTAL SURVEYED AREA 2064461

(ACQUIRED LAND)

(ACQUIRED LAND)

(ACQUIRED LAND & PRIVATE PARY ACQUIRED)

4039

00

4045

00

4060

00

4042

00

4057

00

4051

00

4054

00

1635400

1636300

1636600

1637200

1637500

1637800

1636900

1636000

1635700

4048

00

1635400

1636300

1636600

1637200

1637500

1637800

1636900

1636000

1635700

4039

00

4045

00

4060

00

4042

00

4057

00

4051

00

4054

00

4048

00

ENVIRONMENTAL MANAGEMENT PLAN

1. STRUCTURE OF EMP

Environmental Management Plan (EMP) is the key to ensure a safe and clean

environment. The desired results from the environmental mitigation measures

proposed in the project may not be obtained without a management plan to assure

its proper implementation & function. The EMP envisages the plans for the proper

implementation of mitigation measures to reduce the adverse impacts arising out of

the project activities. EMP has been prepared addressing the issues like:

• Pollution control/mitigation measures for abatement of the undesirable impacts

caused during the construction and operation stage.

• Project site set up identified/recommended for implementation of the EMP.

• Post project environmental monitoring programme to be undertaken.

• Expenditures for environmental protection measures and budget for EMP.

2. PROPOSED ENVIRONMENTAL IMPACT MITIGATION MEASURES

The major impacts due to different project activities and their mitigation measures

have been identified and given in the following table. These measures together

constitute part of Environmental Management Plan (EMP). The environmental

impact mitigation measures for construction and operation phases are also given in

Table 1.

Table 1: Proposed Environmental Impact Mitigation Measures

Area Mitigation measures

Construction Stage:

Water

quality

• Toilet and drinking water facilities for construction workers will

be provided by the contractor at the construction site to avoid

unhygienic condition at site.

Air quality • Dust suppression measures will be undertaken such as regular

sprinkling of water around vulnerable areas of the construction

site by suitable methods to control fugitive dust during earthwork

and construction material handling / over hauling.

• Properly tuned construction machinery & vehicles in good

working condition with low noise & emission will be used and

engines will be turned off when not in use.

Noise level • Protective wears such as ear mufflers etc. will be provided to

construction personnel exposed to high noise levels.

Solid wastes • Waste construction materials will be recycled and excess

construction debris will be disposed at designated places in tune

with the local norms.

Landscape • Appropriate landscape including plantation of evergreen and

ornamental flowering trees, palms, shrubs and ground covers at

open spaces within the complex will be done, which would serve

the dual purpose of controlling fugitive dust and improving the

aesthetics of the area.

Safety • Adequate safety measures complying with the occupational safety

manuals will be adopted to prevent accidents/hazards to the

construction workers.

Operation Stage:

Water

quality

• Sewage will be disposed to the proposed Soak pit.

• Ship waste will be followed by IMO guidelines

• Marine Water quality will be maintained by MORPOL Guidelines

Marine

Biology

• The proposed coastal activity will be maintained within the

assimilative capacity of the coastal marine environment

• Terrestrial Biology & Aquatic Biology will be maintained as per

the norms

Air quality • Back up DG sets will have the applicable emission norms.

• Adequate stack height for DG sets will be provided as per norms.

• Back up DG sets will be used only during power failure.

• Regular monitoring of emissions from DG sets and ambient air

quality will be carried out as per norms.

Noise level • DG room will be treated acoustically as per norms to control the

noise from DG sets.

• Pumps, Compressors, DG sets, etc., will be properly maintained for

fuel efficiency and noise control.

• Personal protective equipment will be provided to the

maintenance staff working in high noise areas.

Solid wastes • Solid wastes will be segregated into organic and inorganic

components.

• The recyclable inorganic wastes will be sold to prospective

buyers.

Hazardous

waste

• Used/spent oil from DG sets will be sold to registered recyclers.

Storm water

management

• Adequate Storm water drainage facility, rainwater harvesting pits

and roof top harvesting sump are proposed.

Fire

protection

• Adequate fire protection facilities will be installed including fire

detectors, fire alarm and fire fighting system as per National

Building Code of India.

Landscape • Proper maintenance of landscape round the year including

replacement of the decayed plants.

Safety • Adequate safety measures will be added the occupational safety

manuals to prevent accidents/hazards with the maintenance

workers.

Others • The building will be provided with disabled-friendly design,

timber-free construction, energy efficient lighting & ventilation,

and control of indoor environment.

• Undertaking all necessary pollution control measures to maintain

the emissions and discharges within the prescribed/stipulated

limits.

3. PREVENTIVE MEASURES TO AVOID LEACHING OF SEWAGE INTO NEARBY WATER COURSES/LAKES, ETC.

a) The sewage will collected and disposed through Septic Tanks/Soak Pits

b) Suitable sampling bore wells will be selected to ensure that there is no

ground water or soil contamination in six months period and the reports will

be submitted to statutory bodies as required.

c) Also nearby water bodies will be monitored on half yearly basis to confirm

the same for water quality.

4. ENVIRONMENTAL IMPACTS ON PROJECT LAND AND ITS SURROUNDING DEVELOPMENTS AND VICE VERSA

Since the proposed project is development of Port, there will not be any alteration

to the surrounding locations. The proposed site is located near residential and

commercial units. Also the construction will abide by the Bylaws of Development

Authority.

During the construction phase, following measures will be taken;

Dust suppression by water sprinkling

Protective wears such as ear plug, mufflers, etc., will be provided to construction

personnel exposed to high noise levels.

Waste construction materials will be recycled and excess construction debris

will be disposed at designated places in tune with the local norms.

Adequate safety measures complying with the occupational safety manuals will

be adopted to prevent accidents/hazards to the construction workers.

During the operation phase, following measures will be taken;

Sewage will be collected through Septic Tanks & Soak Pits.

Back up DG sets will comply the applicable emission norms and stack height as

specified by state PCB.

Solid wastes will be segregated into organic and inorganic components. Organic

waste will be composting and converted as manure.

Adequate rainwater harvesting will be provided by means of recharge into the

groundwater.

Adequate fire protection facilities will be installed including fire detectors, fire

alarm and fire fighting system as per National Building Code of India.

Monitoring of environmental parameters will be done periodically.

Due to the proposed project, others will be encouraged to put up residential/

commercial projects. Hence no significant negative impact is envisaged.

5. GROUND WATER POTENTIAL OF THE SITE AND LIKELY IMPACT OF THE PROJECT

Well water level is about 3.05m to 30.0m below ground level in Sep 2012.

During May 2011 well water level is about 1.76m to 12.81m below ground

level.

During Nov 2011 well water level is about 0.56m to 17.06m below ground

level in Post monsoon.

The premonsoon water levels between 5 to 10 mbgl during 2011. Water

levels between 2 and 5 mbgl were observed around Karwar town.

Storm water drainage plan, Rainwater harvesting pits are proposed and roof

top collection sump is also proposed.

Thus has seen above, no impacts are envisaged on ground water.

6. ENVIRONMENTAL MANAGEMENT BUDGET ALLOCATION

A capital cost provision of about Rs. 125 Lakhs has been kept in the project cost

towards the environmental protection, control & mitigation measures and

implementation of the EMP. The budgetary cost estimate for the EMP is given in

Table 2.

Table 2 Environmental Budget

S.No. Description Capital Cost

(Rs. In Lakhs)

Operating cost

(Rs. In Lakhs)

1. Sewage Treatment Plant 50 8

2. Landscaping & Gardening 12 3

3. Solid waste Management 16 1

4. Rainwater harvesting 32 5

5. Air pollution Control measures 15 2.5

Total Cost 125 19.5

7. ENVIRONMENTAL MONITORING PLAN It is imperative that the Project Authority set up regular monitoring stations to

assess the quality of the surrounding environment after the commissioning of the

project. An environmental monitoring programme is important as it provides useful

information and helps to:

• Verify the predictions on environmental impacts presented in this study,

• Assist in detecting the development of any unwanted environmental situation,

and thus, provides opportunities for adopting appropriate control measures,

and

• Evaluate the performance and effectiveness of mitigation measures proposed in

the EMP and suggest improvements in management plan, if required,

• Satisfy the legal and statutory obligations.

The monitoring plan including areas, number and location of monitoring stations,

frequency of sampling and parameters to be covered is summarized in Table 3a &

3b. Monitoring will be get carried out by recognized laboratories.

Table 3a: Environmental Monitoring Plan – Construction Phase S.No. Item Parameters Frequency Unit cost

(Rs.)

Sampling

/Year

Cost/Year

(Rs.)

1 Ambient

Air

Quality

PM10, PM2.5, SO2 &

NOx

Monthly 2800 24 67200

2 Noise

Level

Equivalent Noise

Level

Monthly 500 24 12000

3 Ground

Water

Physical, Chemical

and Bacteriological

Monthly 2500 24 60000

4 Soil General Parameters Monthly 5000 24 120000

5 Biological Terrestrial and

Aquatic Flora and

Fauna

Once 15000 1 15000

6 Aquatic

Ecology

General

Once 35000 1 35000

Total 3,09,200

Table 3b: Environmental Monitoring Plan – Post Construction S.No. Item Parameters Frequency Unit cost

(Rs.)

Samples/

Year

Cost/Year

(Rs.)

1 Air

Quality

PM10, PM2.5, SO2 &

NOx

Quarterly 2800 8 22,400

2 Noise

Level

Equivalent Noise

Level

Quarterly 500 8 4,000

3 Exhaust

from DG

sets

SPM, SO2 Quarterly 2200 24 52,800

4 Ground

Water

Analysis

Physical, Chemical

and Bacteriological

Quarterly 2500 8 20,000

5 Waste

Water

analysis

pH, BOD, COD, TSS,

TDS

Monthly 1000 24 24,000

6 Soil

Quality

General parameters Quarterly 5000 8 40,000

7 Compost

Quality

Nutrients,

moisture, Ash,

pathogens, Heavy

metals

Monthly 15000 12 1,80,000

8 Biologica

l

Terrestrial, Aquatic

Flora and Fauna

Yearly 15000 1 15000

9 Aquatic

Ecology

General

Yearly 35000 1 35000

Total 3,93,200

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