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
FUGRO GEOTECH (INDIA) PVT. LTD.
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
Department of Ports & Inland Water Transport, KarnatakaGeotechnical Investigation Work For 2nd Stage Development of Karwar Commercial Port,Karnataka, India
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
Department of Ports & Inland Water Transport, KarnatakaGeotechnical Investigation Work For 2nd Stage Development of Karwar Commercial Port,Karnataka, India
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.
Fugro Document No. 16-1520 Page 5 of 9
Department of Ports & Inland Water Transport, KarnatakaGeotechnical Investigation Work For 2nd Stage Development of Karwar Commercial Port,KARNATAKA, INDIA
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).
Fugro Document No. 16-1520 Page 6 of 9
Department of Ports & Inland Water Transport, KarnatakaGeotechnical Investigation Work For 2nd Stage Development of Karwar Commercial Port,KARNATAKA, INDIA
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.
Fugro Document No. 16-1520 Page 7 of 9
Department of Ports & Inland Water Transport, KarnatakaGeotechnical Investigation Work For 2nd Stage Development of Karwar Commercial Port,KARNATAKA, INDIA
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.
Fugro Document No. 16-1520 Page 8 of 9
Department of Ports & Inland Water Transport, KarnatakaGeotechnical Investigation Work For 2nd Stage Development of Karwar Commercial Port,KARNATAKA, INDIA
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
.
Fugro Document No. 16-1520 Page 9 of 9
Department of Ports & Inland Water Transport, KarnatakaGeotechnical Investigation Work For 2nd Stage Development of Karwar Commercial Port,KARNATAKA, INDIA
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
Department of Ports & Inland Water Transport, KarnatakaGeotechnical Investigation Work For 2nd Stage Development of Karwar Commercial Port,KARNATAKA, INDIA
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
Department of Ports & Inland Water Transport, KarnatakaGeotechnical Investigation Work For 2nd Stage Development of Karwar Commercial Port,KARNATAKA, INDIA
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.
GUIDE FOR USE OF REPORT
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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
GUIDE FOR USE OF REPORT
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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
Department of Ports & Inland Water Transport, KarnatakaGeotechnical Investigation Work For 2nd Stage Development of Karwar Commercial Port,KARNATAKA, INDIA
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
FUGRO GEOTECH (INDIA) PVT. LTD.
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
FUGRO GEOTECH (INDIA) PVT. LTD.
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
FUGRO GEOTECH (INDIA) PVT. LTD.
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
Department of Ports & Inland Water Transport, KarnatakaGeotechnical Investigation Work For 2nd Stage Development of Karwar Commercial Port,KARNATAKA, INDIA
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
- SPT blows for 300-450 mm penetration
Water Depth (m)
Date Depth (m)
FUGRO GEOTECH (INDIA) PVT. LTD.
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
: Department of Ports & Inland Water Transport, Karnataka
: Geotechnical Investigation Work For 2nd Stage Development of Karwar Commercial Port, Karnataka
: N 1637723.1 E 404960.3
: Rotary borehole drilling, sampling and testing
: 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
: TC Bit, Diamond Bit
: 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
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
- SPT blows for 300-450 mm penetration
Water Depth (m)
Date Depth (m)
FUGRO GEOTECH (INDIA) PVT. LTD.
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 C2
1
1
5
1
0.00 m to 1.50 m - Very soft greymarine CLAY
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
: Department of Ports & Inland Water Transport, Karnataka
: Geotechnical Investigation Work For 2nd Stage Development of Karwar Commercial Port, Karnataka
: N 1637722.1 E 405160.2
: Rotary borehole drilling, sampling and testing
: 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
: TC Bit, Diamond Bit
: 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
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
- SPT blows for 300-450 mm penetration
Water Depth (m)
Date Depth (m)
FUGRO GEOTECH (INDIA) PVT. LTD.
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 C3
2
0
16
2
0.00 m to 1.50 m - Very soft greymarine CLAY
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
: Department of Ports & Inland Water Transport, Karnataka
: Geotechnical Investigation Work For 2nd Stage Development of Karwar Commercial Port, Karnataka
: N 1637718.7 E 405361.9
: Rotary borehole drilling, sampling and testing
: 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
: TC Bit, Diamond Bit
: 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
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
- SPT blows for 300-450 mm penetration
Water Depth (m)
Date Depth (m)
FUGRO GEOTECH (INDIA) PVT. LTD.
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 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
: Department of Ports & Inland Water Transport, Karnataka
: Geotechnical Investigation Work For 2nd Stage Development of Karwar Commercial Port, Karnataka
: N 1637718.7 E 405361.9
: Rotary borehole drilling, sampling and testing
: 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
: TC Bit, Diamond Bit
: 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
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
- SPT blows for 300-450 mm penetration
Water Depth (m)
Date Depth (m)
FUGRO GEOTECH (INDIA) PVT. LTD.
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 C5
0
0
9
0.00 m to 1.50 m - Very soft greymarine CLAY
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
: Department of Ports & Inland Water Transport, Karnataka
: Geotechnical Investigation Work For 2nd Stage Development of Karwar Commercial Port, Karnataka
: N 1637650.9 E 405544.5
: Rotary borehole drilling, sampling and testing
: 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
: TC Bit, Diamond Bit
: 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
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
- SPT blows for 300-450 mm penetration
Water Depth (m)
Date Depth (m)
FUGRO GEOTECH (INDIA) PVT. LTD.
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 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
: Department of Ports & Inland Water Transport, Karnataka
: Geotechnical Investigation Work For 2nd Stage Development of Karwar Commercial Port, Karnataka
: N 1637543.5 E 405714.9
: Rotary borehole drilling, sampling and testing
: 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
: TC Bit, Diamond Bit
: 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
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
- SPT blows for 300-450 mm penetration
Water Depth (m)
Date Depth (m)
FUGRO GEOTECH (INDIA) PVT. LTD.
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 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
: Department of Ports & Inland Water Transport, Karnataka
: Geotechnical Investigation Work For 2nd Stage Development of Karwar Commercial Port, Karnataka
: N 1637434.8 E 405889.5
: Rotary borehole drilling, sampling and testing
: 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
: TC Bit, Diamond Bit
: 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
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
- SPT blows for 300-450 mm penetration
Water Depth (m)
Date Depth (m)
FUGRO GEOTECH (INDIA) PVT. LTD.
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 C8
15.00 m to 15.10 m - Fragmentsof GRANITE15.10 m to 18.00 m - Moderatelystrong to Strong moderatelyweathered greyish whiteGRANITE
: Department of Ports & Inland Water Transport, Karnataka
: Geotechnical Investigation Work For 2nd Stage Development of Karwar Commercial Port, Karnataka
: N 1637434.8 E 405889.5
: Rotary borehole drilling, sampling and testing
: 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
: TC Bit, Diamond Bit
: 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
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
- SPT blows for 300-450 mm penetration
Water Depth (m)
Date Depth (m)
FUGRO GEOTECH (INDIA) PVT. LTD.
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 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
: Department of Ports & Inland Water Transport, Karnataka
: Geotechnical Investigation Work For 2nd Stage Development of Karwar Commercial Port, Karnataka
: N 1637184.3 E 404591.7
: Rotary borehole drilling, sampling and testing
: 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
: TC Bit, Diamond Bit
: 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
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
- SPT blows for 300-450 mm penetration
Water Depth (m)
Date Depth (m)
FUGRO GEOTECH (INDIA) PVT. LTD.
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 C10
0.00 m to 1.50 m - Very soft greymarine CLAY
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
: Department of Ports & Inland Water Transport, Karnataka
: Geotechnical Investigation Work For 2nd Stage Development of Karwar Commercial Port, Karnataka
: N 1637332.4 E 404594.6
: Rotary borehole drilling, sampling and testing
: 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
: TC Bit, Diamond Bit
: 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
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
- SPT blows for 300-450 mm penetration
Water Depth (m)
Date Depth (m)
FUGRO GEOTECH (INDIA) PVT. LTD.
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 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
: Department of Ports & Inland Water Transport, Karnataka
: Geotechnical Investigation Work For 2nd Stage Development of Karwar Commercial Port, Karnataka
: N 1636955.8 E 404617.1
: Rotary borehole drilling, sampling and testing
: 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
: TC Bit, Diamond Bit
: 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
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
- SPT blows for 300-450 mm penetration
Water Depth (m)
Date Depth (m)
FUGRO GEOTECH (INDIA) PVT. LTD.
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 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
: Department of Ports & Inland Water Transport, Karnataka
: Geotechnical Investigation Work For 2nd Stage Development of Karwar Commercial Port, Karnataka
: N 1636876.1 E 404705.2
: Rotary borehole drilling, sampling and testing
: 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
: TC Bit, Diamond Bit
: 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
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
- SPT blows for 300-450 mm penetration
Water Depth (m)
Date Depth (m)
FUGRO GEOTECH (INDIA) PVT. LTD.
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 C13
Fugro Document No. 16-1520 Appendix D
Department of Ports & Inland Water Transport, KarnatakaGeotechnical Investigation Work For 2nd Stage Development of Karwar Commercial Port,KARNATAKA, INDIA
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
Geotechnical Investigation work for 2nd Stage Development of Commercial Karwar Port in Uttara Kannada District,Karnataka
.
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
FUGRO GEOTECH (INDIA) PVT. LTD.
Title : Particle Size Distribution
Medium Coarse Coarse
63 1 1
Medium Coarse Coarse
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)
Geotechnical Investigation work for 2nd Stage Development of Commercial Karwar Port in Uttara Kannada District,Karnataka
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
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
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
0.001 0.01 0.1 1 10 100Particle Diameter (mm)
Perc
enta
ge F
iner
(%)
FUGRO GEOTECH (INDIA) PVT. LTD.
Title : Particle Size Distribution
Medium Coarse Coarse
1 0 0
Medium Coarse Coarse
23 6 2
Format No. FM-LTR-06 Issued on : 30/8/2014 Revision No.: 01 Authorised By: Aloke Samanta (LM)
8
8 2Fine Medium
Sand
16 7
BH. No.
0.000
27 45
NANACcCu
17
Sample ID No.
Project :
Depth (m)
Geotechnical Investigation work for 2nd Stage Development of Commercial Karwar Port in Uttara Kannada District,Karnataka
.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
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
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
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
0.001 0.01 0.1 1 10 100Particle Diameter (mm)
Perc
enta
ge F
iner
(%)
FUGRO GEOTECH (INDIA) PVT. LTD.
Title : Particle Size Distribution
Medium Coarse Coarse
1 0 0
Medium Coarse Coarse
32 1 0
Format No. FM-LTR-06 Issued on : 30/8/2014 Revision No.: 01 Authorised By: Aloke Samanta (LM)
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
Sample ID No.16-07153
Depth (m)
Clay
D30
BH-05 6.00-6.45
FineSilt Sand
Fine
Sample ID No.Depth (m)
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)
Geotechnical Investigation work for 2nd Stage Development of Commercial Karwar Port in Uttara Kannada District,Karnataka
Method of Test IS : 2720 (Part - 4)
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
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
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
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
0.001 0.01 0.1 1 10 100Particle Diameter (mm)
Perc
enta
ge F
iner
(%)
FUGRO GEOTECH (INDIA) PVT. LTD.
Title : Particle Size Distribution
Medium Coarse Coarse
1 0 0
Medium Coarse Coarse
17 1 1
Format No. FM-LTR-06 Issued on : 30/8/2014 Revision No.: 01 Authorised By: Aloke Samanta (LM)
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
Sample ID No.Depth (m)
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)
Geotechnical Investigation work for 2nd Stage Development of Commercial Karwar Port in Uttara Kannada District,Karnataka
Method of Test IS : 2720 (Part - 4)
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
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
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
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
0.001 0.01 0.1 1 10 100Particle Diameter (mm)
Perc
enta
ge F
iner
(%)
FUGRO GEOTECH (INDIA) PVT. LTD.
Title : Particle Size Distribution
Medium Coarse Coarse
14 1 0
Medium Coarse Coarse
1 0 0
Format No. FM-LTR-06 Issued on : 30/8/2014 Revision No.: 01 Authorised By: Aloke Samanta (LM)
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)
Geotechnical Investigation work for 2nd Stage Development of Commercial Karwar Port in Uttara Kannada District,Karnataka
Method of Test IS : 2720 (Part - 4)
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
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
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
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
0.001 0.01 0.1 1 10 100Particle Diameter (mm)
Perc
enta
ge F
iner
(%)
FUGRO GEOTECH (INDIA) PVT. LTD.
Title : Particle Size Distribution
Medium Coarse Coarse
67 3 5
Medium Coarse Coarse
0 0 0
Format No. FM-LTR-06 Issued on : 30/8/2014 Revision No.: 01 Authorised By: Aloke Samanta (LM)
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
Sample ID No.16-07172
Depth (m)
Clay
D30
BH-10 4.50-4.95
FineSilt Sand
Fine
0.000
BH-10
--Coarse Sand
Sample ID No.Depth (m)
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)
Geotechnical Investigation work for 2nd Stage Development of Commercial Karwar Port in Uttara Kannada District,Karnataka
. 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
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
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
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
0.001 0.01 0.1 1 10 100Particle Diameter (mm)
Perc
enta
ge F
iner
(%)
FUGRO GEOTECH (INDIA) PVT. LTD.
Title : Particle Size Distribution
Medium Coarse Coarse
50 5 2
Medium Coarse Coarse
##### ### 0
Format No. FM-LTR-06 Issued on : 30/8/2014 Revision No.: 01 Authorised By: Aloke Samanta (LM)
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
Sample ID No.Depth (m)
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)
Geotechnical Investigation work for 2nd Stage Development of Commercial Karwar Port in Uttara Kannada District,Karnataka
.Method of Test IS : 2720 (Part - 4)
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
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
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
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
0.001 0.01 0.1 1 10 100Particle Diameter (mm)
Perc
enta
ge F
iner
(%)
FUGRO GEOTECH (INDIA) PVT. LTD.
Title : Atterberg Limit
Job No. 16-1520
Date 30/11/2016
Sample preparation
Format No. FM-LTR-06 Issued on : 30/8/2014 Revision No.: 01 Authorised By: Aloke Samanta (LM)
#REF!
Plasticity index Plastic limitLiquid limit
54 #REF!
#REF!
75
BH. No.
#REF!
Depth (m)
#REF!
Sample ID No.Depth (m)
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
.Method of Test IS : 2720 (Part - 5)
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 (%
)
FUGRO GEOTECH (INDIA) PVT. LTD.
Title : Atterberg Limit
Job No. 16-1520
Date 12/12/2016
Sample preparation
Format No. FM-LTR-06 Issued on : 30/8/2014 Revision No.: 01 Authorised By: Aloke Samanta (LM)
#REF!
Plasticity index Plastic limitLiquid limit
54 #REF!
#REF!
75
BH. No.
#REF!
Depth (m)
#REF!
Sample ID No.Depth (m)
Plasticity index
#REF! #REF!
#REF! #REF!
Sample ID No.
BH-04
Plastic limit
#REF!
Liquid limit
3.00-3.50 16-07140
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
. Method of Test IS : 2720 (Part - 5)
88 30 58
#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 (%
)
FUGRO GEOTECH (INDIA) PVT. LTD.
Title : Atterberg Limit
Job No. 16-1520
Date 12/12/2016
Sample preparation
Format No. FM-LTR-06 Issued on : 30/8/2014 Revision No.: 01 Authorised By: Aloke Samanta (LM)
63 #REF! #REF!
Liquid limit Plastic limit Plasticity index
#REF! #REF! #REF!
BH. No. Depth (m) Sample ID No.
80 26 54
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
. Method of Test IS : 2720 (Part - 5)
BH. No. Depth (m) Sample ID No. BH. No.
BH-05
Plastic limit
BH-05
Liquid limit
3.00-3.50 16-07151
Plasticity index (%)Plastic limit (%)Liquid limit (%)
23 35
9.00-9.45 16-07155
Sample ID No.
#REF!
Sample ID No.Depth (m)
Plasticity index
#REF!
58
BH. No.
#REF!
Depth (m)
#REF!
Plasticity index Plastic limitLiquid limit
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 (%
)
FUGRO GEOTECH (INDIA) PVT. LTD.
Title : Atterberg Limit
Job No. 16-1520
Date 12/12/2016
Sample preparation
Format No. FM-LTR-06 Issued on : 30/8/2014 Revision No.: 01 Authorised By: Aloke Samanta (LM)
63 #REF! #REF!
Liquid limit Plastic limit Plasticity index
#REF! #REF! #REF!
BH. No. Depth (m) Sample ID No.
37 17 20
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
Method of Test IS : 2720 (Part - 5)
BH. No. Depth (m) Sample ID No. BH. No.
BH-06
Plastic limit
BH-06
Liquid limit
3.00-3.45 16-07160
Plasticity index (%)Plastic limit (%)Liquid limit (%)
24 39
9.00-9.45 16-07164
Sample ID No.
#REF!
Sample ID No.Depth (m)
Plasticity index
#REF!
63
BH. No.
#REF!
Depth (m)
#REF!
Plasticity index Plastic limitLiquid limit
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 (%
)
FUGRO GEOTECH (INDIA) PVT. LTD.
Title : Atterberg Limit
Job No. 16-1520
Date 12/12/2016
Sample preparation
Format No. FM-LTR-06 Issued on : 30/8/2014 Revision No.: 01 Authorised By: Aloke Samanta (LM)
BH. No. Depth (m) Sample ID No.
63 #REF! #REF!
Liquid limit Plastic limit Plasticity index
#REF!
20
#REF! #REF!
BH. No. Depth (m) Sample ID No.
BH-7
Liquid limit (%)
42 22
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
.Method of Test IS : 2720 (Part - 5)
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!
Sample ID No.Depth (m)
Plasticity index
#REF!
47
BH. No.
#REF!
Depth (m)
Plasticity index Plastic limitLiquid limit
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 (%
)
FUGRO GEOTECH (INDIA) PVT. LTD.
Title : Atterberg Limit
Job No. 16-1520
Date 30/11/2016
Sample preparation
Format No. FM-LTR-06 Issued on : 30/8/2014 Revision No.: 01 Authorised By: Aloke Samanta (LM)
63 #REF! #REF!
Liquid limit Plastic limit Plasticity index
#REF! #REF! #REF!
BH. No. Depth (m) Sample ID No.
44 20 24
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
.Method of Test IS : 2720 (Part - 5)
BH. No. Depth (m) Sample ID No. BH. No.
BH-09
Plastic limit
BH-09
Liquid limit
6.00-6.50 16-06733
Plasticity index (%)Plastic limit (%)Liquid limit (%)
20 69
3.00-3.50 16-06737
Sample ID No.
#REF!
Sample ID No.Depth (m)
Plasticity index
#REF!
89
BH. No.
#REF!
Depth (m)
#REF!
Plasticity index Plastic limitLiquid limit
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 (%
)
FUGRO GEOTECH (INDIA) PVT. LTD.
Title : Atterberg Limit
Job No. 16-1520
Date 12/12/2016
Sample preparation
Format No. FM-LTR-06 Issued on : 30/8/2014 Revision No.: 01 Authorised By: Aloke Samanta (LM)
63 #REF! #REF!
Liquid limit Plastic limit Plasticity index
#REF! #REF! #REF!
BH. No. Depth (m) Sample ID No.
53 26 27
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
.Method of Test IS : 2720 (Part - 5)
BH. No. Depth (m) Sample ID No. BH. No.
BH-10
Plastic limit
#REF!
Liquid limit
4.50-4.95 16-07172
Plasticity index (%)Plastic limit (%)Liquid limit (%)
#REF! #REF!
#REF! #REF!
Sample ID No.
#REF!
Sample ID No.Depth (m)
Plasticity index
#REF!
75
BH. No.
#REF!
Depth (m)
#REF!
Plasticity index Plastic limitLiquid limit
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 (%
)
FUGRO GEOTECH (INDIA) PVT. LTD.
Title : Atterberg Limit
Job No. 16-1520
Date 12/12/2016
Sample preparation
Format No. FM-LTR-06 Issued on : 30/8/2014 Revision No.: 01 Authorised By: Aloke Samanta (LM)
63 #REF! #REF!
Liquid limit Plastic limit Plasticity index
#REF! #REF! #REF!
BH. No. Depth (m) Sample ID No.
109 33 76
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
.Method of Test IS : 2720 (Part - 5)
BH. No. Depth (m) Sample ID No. BH. No.
BH-11
Plastic limit
#REF!
Liquid limit
3.00-3.50 16-07177
Plasticity index (%)Plastic limit (%)Liquid limit (%)
#REF! #REF!
#REF! #REF!
Sample ID No.
#REF!
Sample ID No.Depth (m)
Plasticity index
#REF!
75
BH. No.
#REF!
Depth (m)
#REF!
Plasticity index Plastic limitLiquid limit
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 (%
)
FUGRO GEOTECH (INDIA) PVT. LTD.
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
)
FUGRO GEOTECH (INDIA) PVT. LTD.
Job No. : 16-1520
BH. No. BH-05
Sample ID. 16-07151
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) 1.66 Bulk Density (g/cm3) 1.69 Bulk Density (g/cm3) 1.68
Moisture Content (%) 72 Moisture Content (%) 72 Moisture Content (%) 72
Dry Density (g/cm3) 0.97 Dry Density (g/cm3) 0.98 Dry Density (g/cm3) 0.97
Confining Pressure (kPa) 50 Confining Pressure (kPa) 100 Confining Pressure (kPa) 200
Major Principle stress 1 64 Major Principle stress 1 120.5 Major Principle stress 1 226.5
Shear strength, Cu (kPa) 7.2 Shear strength, Cu (kPa) 10.2 Shear strength, Cu (kPa) 13.3
Axial Strain at failure, % 10.0 Axial Strain at failure, % 14.6 Axial Strain at failure, % 14.6
Strain at 50% of failure ( 50) (%) 1.4 Strain at 50% of failure ( 50) (%) 1.6 Strain at 50% of failure ( 50) (%) 2.4
7.04 1.67
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
7.042
0
50
100
150
200
250
0 50 100 150 200 250
Normal Stress (kPa)
Shea
r Str
ess
(kPa
)
FUGRO GEOTECH (INDIA) PVT. LTD.
Job No. : 16-1520
BH. No. BH-06
Sample ID. 16-07160
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) 1.71 Bulk Density (g/cm3) 1.73 Bulk Density (g/cm3) 1.73
Moisture Content (%) 58 Moisture Content (%) 58 Moisture Content (%) 58
Dry Density (g/cm3) 1.08 Dry Density (g/cm3) 1.10 Dry Density (g/cm3) 1.09
Confining Pressure (kPa) 50 Confining Pressure (kPa) 100 Confining Pressure (kPa) 200
Major Principle stress 1 81 Major Principle stress 1 136.5 Major Principle stress 1 252.5
Shear strength, Cu (kPa) 15.6 Shear strength, Cu (kPa) 18.3 Shear strength, Cu (kPa) 26.3
Axial Strain at failure, % 10.0 Axial Strain at failure, % 12.1 Axial Strain at failure, % 14.6
Strain at 50% of failure ( 50) (%) 1.1 Strain at 50% of failure ( 50) (%) 2.2 Strain at 50% of failure ( 50) (%) 2.0
12.38 2.85
Format No. FM-LAB-TEST-16 Revision No. 00 Tested By: AW Checked By: AS
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
Mohr Circle Plot
Cohesion, c (kPa) Internal friction angle, (degree)
12.385
0
50
100
150
200
250
300
0 50 100 150 200 250 300
Normal Stress (kPa)
Shea
r Str
ess
(kPa
)
FUGRO GEOTECH (INDIA) PVT. LTD.
Job No. : 16-1520
BH. No. BH-11
Sample ID. 16-07172
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) 1.44 Bulk Density (g/cm3) 1.45 Bulk Density (g/cm3) 1.44
Moisture Content (%) 82 Moisture Content (%) 86 Moisture Content (%) 89
Dry Density (g/cm3) 0.79 Dry Density (g/cm3) 0.78 Dry Density (g/cm3) 0.77
Confining Pressure (kPa) 50 Confining Pressure (kPa) 100 Confining Pressure (kPa) 200
Major Principle stress 1 67 Major Principle stress 1 131.2 Major Principle stress 1 240.1
Shear strength, Cu (kPa) 8.6 Shear strength, Cu (kPa) 15.6 Shear strength, Cu (kPa) 20.1
Axial Strain at failure, % 11.9 Axial Strain at failure, % 14.5 Axial Strain at failure, % 13.3
Strain at 50% of failure ( 50) (%) 2.8 Strain at 50% of failure ( 50) (%) 2.6 Strain at 50% of failure ( 50) (%) 4.8
10.68 2.44
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
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
ONE-DIMENSIONAL CONSOLIDATION PROPERTIES OF SOIL
Customer : .Project :
Location : KARWAR
Borehole No. : BH-01Sample Ref. : 16-06712Depth (m) :Visual description : Silty CLAY
Geotechnical Investigation work for 2nd Stage Development of Commercial Karwar Port in Uttara Kannada District Karnataka
3.00 to 3.50
Test Result
Authorised by: Aloke Samanta Laboratory Manager
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
ONE-DIMENSIONAL CONSOLIDATION PROPERTIES OF SOIL
Customer : .Project :
Location : KARWAR
Borehole No. : BH-01Sample Ref. : 16-06712Depth (m) :Visual description : Silty CLAY
Geotechnical Investigation work for 2nd Stage Development of Commercial Karwar Port in Uttara Kannada District Karnataka
3.00 to 3.50
Authorised by: Aloke Samanta Laboratory Manager
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
ONE-DIMENSIONAL CONSOLIDATION PROPERTIES OF SOIL
Customer : .Project :
Location : KARWAR
Borehole No. : BH-02Sample Ref. : 16-06718Depth (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.: 16-06718Sample preparation : IS :2720 Part-15 Tested by: L.T
Test ResultInitial Soil Properties Sample DetailsParticle density : Assumed Sample type :Moisture content : 73 %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. 16-1520
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
Undisturbed sample - open drive
Geotechnical Investigation work for 2nd Stage Development of Commercial Karwar Port in Uttara Kannada District Karnataka
GT/1520/16/R0/111
11/12/16
consolidation
2.65
consolidationVoid Ratio
7.06
1.84
1.33
1.211.27
-1.74
2.41
1.61
100
secondary
c v (m²/year)m v (m²/MN)
Coefficient of
0.93
Coefficient of
C
GEO-soil-033-D
Page 2 of 3
ONE-DIMENSIONAL CONSOLIDATION PROPERTIES OF SOIL
Customer : .Project :
Location : KARWAR
Borehole No. : BH-02Sample Ref. : 16-06718Depth (m) :Visual description : Silty CLAY
3.00 to 3.50
Geotechnical Investigation work for 2nd Stage Development of Commercial Karwar Port in Uttara Kannada District Karnataka
Test Result
Authorised by: Aloke Samanta Laboratory Manager
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
ONE-DIMENSIONAL CONSOLIDATION PROPERTIES OF SOIL
Customer : .Project :
Location : KARWAR
Borehole No. : BH-02Sample Ref. : 16-06718Depth (m) :Visual description : Silty CLAY
3.00 to 3.50
Geotechnical Investigation work for 2nd Stage Development of Commercial Karwar Port in Uttara Kannada District Karnataka
Authorised by: Aloke Samanta Laboratory Manager
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
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
ONE-DIMENSIONAL CONSOLIDATION PROPERTIES OF SOIL
Customer : .Project :
Location : KARWAR
Borehole No. : BH-08Sample Ref. : 16-06733Depth (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.: 16-06733Sample preparation : IS :2720 Part-15 Tested by: L.T
Test ResultInitial Soil Properties Sample DetailsParticle density : Assumed Sample type :Moisture content : 31 %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. 16-1520
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
Undisturbed sample - open drive
Geotechnical Investigation work for 2nd Stage Development of Commercial Karwar Port in Uttara Kannada District Karnataka
GT/1520/16/R0/111
12/12/16
consolidation
2.65
consolidationVoid Ratio
10.63
0.89
4.38
6.385.37
-7.34
3.73
1.84
93
secondary
c v (m²/year)m v (m²/MN)
Coefficient of
1.40
Coefficient of
C
GEO-soil-033-D
Page 2 of 3
ONE-DIMENSIONAL CONSOLIDATION PROPERTIES OF SOIL
Customer : .Project :
Location : KARWAR
Borehole No. : BH-08Sample Ref. : 16-06733Depth (m) :Visual description : Silty CLAY
6.00 to 6.50
Geotechnical Investigation work for 2nd Stage Development of Commercial Karwar Port in Uttara Kannada District Karnataka
Test Result
Authorised by: Aloke Samanta Laboratory Manager
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
ONE-DIMENSIONAL CONSOLIDATION PROPERTIES OF SOIL
Customer : .
Project :
Location : KARWAR
Borehole No. : BH-08Sample Ref. : 16-06733Depth (m) :Visual description : Silty CLAY
6.00 to 6.50
Geotechnical Investigation work for 2nd Stage Development of Commercial Karwar Port in Uttara Kannada District Karnataka
Authorised by: Aloke Samanta Laboratory Manager
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
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
ONE-DIMENSIONAL CONSOLIDATION PROPERTIES OF SOIL
Customer : .
Project :
Location : KARWAR
Borehole No. : BH-09Sample Ref. : 16-06737Depth (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.: 16-06737Sample preparation : IS :2720 Part-15 Tested by: L.T
Test ResultInitial Soil Properties Sample DetailsParticle density : Assumed Sample type :Moisture content : 93 %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. 16-1520
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
Undisturbed sample - open drive
Geotechnical Investigation work for 2nd Stage Development of Commercial Karwar Port in Uttara Kannada District Karnataka
GT/1520/16/R0/111
12/12/16
consolidation
2.65
consolidationVoid Ratio
5.77
2.49
-1.77
0.84
0.620.53
0.52
1.46
98
secondary
c v (m²/year)m v (m²/MN)
Coefficient of
0.76
Coefficient of
C
GEO-soil-033-D
Page 2 of 3
ONE-DIMENSIONAL CONSOLIDATION PROPERTIES OF SOIL
Customer : .Project :
Location : KARWAR
Borehole No. : BH-09Sample Ref. : 16-06737Depth (m) :Visual description : Silty CLAY
3.00 to 3.50
Geotechnical Investigation work for 2nd Stage Development of Commercial Karwar Port in Uttara Kannada District Karnataka
Test Result
Authorised by: Aloke Samanta Laboratory Manager
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
ONE-DIMENSIONAL CONSOLIDATION PROPERTIES OF SOIL
Customer: .
Project :
Location : KARWAR
Borehole No. : BH-09Sample Ref. : 16-06737Depth (m) :Visual description : Silty CLAY
3.00 to 3.50
Geotechnical Investigation work for 2nd Stage Development of Commercial Karwar Port in Uttara Kannada District Karnataka
Authorised by: Aloke Samanta Laboratory Manager
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
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
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
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
IRON ORE DUMPING PLACE
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
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6.06.1
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2.9
8.35.0
21.6
21.2
30.58.6
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14.8
9.2
20.8
20.7
4.6
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9.0
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25.9
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51.6
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4.2
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19.6
12.0
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7.0
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4.213.8
14.6
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9
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6.3
31.7
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6.3
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26.0
27.3
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32.4
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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
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33.5
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13.3
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25.7
22.5
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12.7
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11.5
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59.0
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53.037.2
121.6
172.7
166.2
46.4
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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
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CU
LVER
T
CU
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T
GA
TE O
UT
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BREA
K W
ATER
FISH
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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