ADANI KANDLA BULK TERMINAL PVT. LTD.

Transcription

1 ADANI KANDLA BULK TERMINAL PVT. LTD. SUB-SOIL INVESTIGATION FOR JETTY & APPROACH TRESTLE FOR DRY BULK TERMINAL AT TUNA, KANDLA INDIA FINAL REPORT REPORT NO: FGTL/AKBTPL/ED/45/1/REV-4 FEBRUARY 06, 013

2 ADANI KANDLA BULK TERMINAL PVT. LTD. SUB-SOIL INVESTIGATION FOR JETTY & APPROACH TRESTLE FOR DRY BULK TERMINAL AT TUNA, KANDLA FINAL REPORT Report No. : FGTL/AKBTPL/ED/45/1/Rev-4 December 01 Report Issue No. REPORT ISSUE STATUS Date Report Status Checked Approved <00> December 1, 01 Report ISH ISH / SJ <01> December 19, 01 Report ISH ISH / SJ <0> January 11, 013 Report ISH ISH / SJ <03> February 0, 013 Draft Final Report ISH ISH / SJ <04> February 06, 013 Final Report ISH ISH / SJ Client: Geotechnical Contractor: ADANI KANDLA BULK TERMINAL PVT. LTD. FUGRO GEOTECH PVT. LTD. PMC House, Fugro Onshore Geotechnics Nr Mithakhali Circle, Plot No.51, Navrangpura, Sector-6, Sanpada, Ahmedabad Navi Mumbai Gujarat (India) Maharashtra (India)

3 TABLE OF CONTENTS TABLE OF CONTENTS... 4 LIST OF TABLES... 5 LIST OF ILLUSTRATIONS... 6 APPENDICES INTRODUCTION SCOPE OF WORK FIELD INVESTIGATION Borehole Positioning Positioning of Modular Jack-up Barge System Boring / Drilling Standard Penetration Tests LABORATORY TESTING SITE CONDITIONS Information on the Project Area Geo-technology of the Site Geotechnical Design Parameters ENGINEERING DISCUSSIONS AND FOUNDATION RECOMMENDATIONS Basis of the Foundation Selection Engineering Discussions Pile Foundation Recommendations Piles in Hard Rock Piles in Weathered/Soft Rock REFERENCES List of Standard Codes List of Specifications / Documents and Drawings Standard Textbook References CONCLUSION Fugro Report No.: FGTL/AKBTPL/ED/45/1/REV-4 4

4 LIST OF TABLES Table 1 Summary of the field activities completed for the project Table Summary of the laboratory test carried out on soil and rock samples Table 3 Generalized Sub-Seabed Profile adopted for the project Fugro Report No.: FGTL/AKBTPL/ED/45/1/REV-4 5

5 LIST OF ILLUSTRATIONS Plates Vicinity Map... 1 Generalized Subsurface Profile, A-A... Generalized Subsurface Profile, B-B... 3 Plasticity Chart... 4 Fugro Report No.: FGTL/AKBTPL/ED/45/1/REV-4 6

6 APPENDICES APPENDIX A BORING LOGS... Appendix A APPENDIX B LABORATORY TEST RESULTS Summary of Soil Test Results... Summary of Rock Test Results... APPENDIX C LABORATORY TEST REPORTS Reports of Grain Size Analysis... Reports of Atterberg s Limit Test... Reports of Unconsolidated Undrained Triaxial Test... Reports of Unconfined Compressive Strength Test... Reports of Laboratory Vane Shear Test... Reports of Direct Shear Test... Reports of Rock Modulus of Elasticity Test... Appendix B1 Appendix B Appendix C1 Appendix C Appendix C3 Appendix C4 Appendix C5 Appendix C6 Appendix C7 Fugro Report No.: FGTL/AKBTPL/ED/45/1/REV-4 7

7 1.0 INTRODUCTION Adani Ports and SEZ Limited (APSEZL) desires that detailed off-shore geotechnical investigation be carried out in proposed Dry Bulk Terminal Location in Tuna, Kandla, in proposed jetty location and along the approach trestle and rock bund, to provide the designer with sufficiently accurate information, both general and specific, about the substrata profile and relevant soil and rock parameters at site on the basis of which the foundations for various structures and equipments can be designed rationally. APSEZL has signed a concession agreement with Kandla Port Trust for developing of a Dry Bulk Terminal off Tekra near Tuna outside Kandla creek at Kandla Port on BOT Basis. APSEZL has formed a wholly owned subsidiary named Adani Kandla Bulk Terminal Pvt. Ltd. (AKBTPL) for the development of the terminal. AKBTPL [hereafter Client ] of Ahmedabad (Gujarat), India have contracted Fugro Geotech Pvt. Ltd. (FGTL) [hereinafter Fugro ], of Navi Mumbai (Maharashtra), India to perform near shore soil investigation work for the jetty and approach trestle at Tuna, Kandla vide Service Order No: dated The project consists of development of the off-shore berthing structure with allied facilities for handling dry bulk cargo. All the geotechnical investigation works were carried out according to relevant Indian, British and American or equivalent Standards. This report describes the factual field and laboratory data obtained through the geotechnical investigation campaign in accordance with the requirements of the technical specifications. This report also discusses about the foundation recommendations for the proposed marine construction, all as per the requirement of technical specification. Fugro Report No.: FGTL/AKBTPL/ED/45/1/REV-4 8

8 .0 SCOPE OF WORK The scope of works for the geotechnical investigation is to perform a total of ten (10-nos) boreholes at proposed jetty head locations, along approach trestle and rock bund locations. The work entails carrying out a campaign of sub-soil investigation work includes following; Mobilization of machinery and manpower along with the Jackup Fugro GANGA, mounted with hydraulic drill rig, water pump, testing tools, accessories, power pack, store house, PCPT set etc. to carry out marine boreholes and in-situ tests Survey and precise positioning of the borehole locations using Leica 40MX DGPS. Floating out and shifting of the jack up barge from one borehole location to other using tug boat. Sinking of 10 numbers of marine boreholes at specified locations Carrying out Standard Penetration Tests (SPT) in the boreholes at specified intervals or change of strata Carrying out tor vane shear test on the UDS sample collected from boreholes Disturbed and undisturbed sampling of soil in the boreholes Collection of ground water samples from the specified borehole locations for chemical test Logging visually identifiable litho-logical and engineering characteristics of the soil samples recovered from the boreholes. Preparation and submission of the preliminary field logs Packing, labeling and dispatching the soil samples to Fugro laboratory at Navi Mumbai for carrying out various laboratory tests as per the technical specification of the contact and defined bill of quantities Preparation and submission of the geotechnical investigation report complying the technical specification of the contract Fugro Report No.: FGTL/AKBTPL/ED/45/1/REV-4 9

9 3.0 FIELD INVESTIGATION The equipment, jackup barge Fugro GANGA along with accessories, tools and relevant numbers of manpower required to undertake marine geotechnical investigation work were mobilized to site on November 15, 01. The marine geotechnical investigation work was commenced on November 17, 01 and was completed dated December 14, 01 under constant supervision of client s representatives. Vicinity map showing the investigated area is presented in Illustrations on Plate 1. The CAD drawing provided by client showing the indicative port layout plan, location of marine boreholes and PCPT along with coordinates provides the basis to identify the locations of marine boreholes. A list of the borehole segregation as per the proposed development plans has been provided by the client s representative. The summary of the field activities so far completed is presented below in Table 1. Table 1 Summary of the field activities completed for the project Given Coordinates Field Work (WGS 84, Zone 4, CM- BH No. 69) 69) From To Easting, m Northing, m Achieved Coordinates (WGS 84, Zone 4, CM- Easting, m Northing, m SBL w.r.t. CD, m TDb SBL, m DRY BULK TERMINAL BH-01 11/30/1 1/0/ BH-0 1/10/1 1/1/ BH-03 11/19/1 11// BH-04 1/05/1 1/07/ BH-05 1/03/1 1/04/ M WIDE APPROACH ON PILE BH-06 11/3/1 11/30/ BH-07 1/08/1 1/09/ BH-08 1/1/1 1/13/ BH-09 1/14/1 1/14/ BH-10 11/17/1 11/18/ A brief description of the activities carried out at project site under field investigation campaign has been discussed in coming sections. 3.1 Borehole Positioning Positioning of the marine borehole points was carried out at site using Leica 4.. The coordinates of the borehole locations were entered in the DGPS. DGPS provides bearing and distance of that borehole location (i.e. Target) from antenna location. The boat along with Jack-up Barge (JUB) was navigated towards the borehole (Target) location accordingly. When the distance becomes zero, marking buoy was dropped at that point and after the marking of the buoy, DGPS system was shifted from boat to JUB to fix the JUB position. The same procedure was repeated for positioning of each borehole locations at the project site. Fugro Report No.: FGTL/AKBTPL/ED/45/1/REV-4 10

10 3. Positioning of Modular Jack-up Barge System Once the drilling location is reached, the legs are jacked down to the seabed, preloaded securely drive them into the sea bottom, and all the four legs are jacked down. Since the legs have been preloaded and will not penetrate the seabed further, this jacking down of the legs has the effect of raising the jacking mechanism, which is attached to the barge and the drilling unit. In this way, the barge with drilling unit are slowly raised above the water up to a predetermined height, so that the wave, tidal and current loading acts only on the relatively small legs, not the bulky barge. Sufficient air gap was maintained well above the expected wave heights, which needs to be justified from tidal charts. Tide charts give the information on low and high tides and facilitate in maintaining minimum air gap. After positioning the JUB at the proposed boreholes location, the coordinates were checked using DGPS and are designated as achieved coordinates; with a tolerance of +/- 5.0m with reference to the given coordinates of each boreholes. 3.3 Boring / Drilling The boring works at the marine locations were carried out by deploying modular Jack-up barges Fugro GANGA with leg length of 30.0m. A hydraulic drilling rig with triplex pump, accessories and tools for boring in all type of soil / rock were mounted on these Jack-up barges. The boreholes and jack up were positioned at specified locations using Leica 40MX DGPS. Modular jack up was shifted from one borehole location to other using tug boat. The boring operations were carried out by hydraulic rotary drilling method using Jack-up platform. Casing was advanced in the sea bed up to hard strata to facilitate the drilling operations. Clear water was used as the flushing medium. Standard Penetration Tests were performed at specified intervals or at every change of strata. Sampling comprised collection of disturbed samples from SPT split spoon sampler and shoe and undisturbed soil samples of suitable diameter. On reaching the rock the rock strata, boreholes were advanced using diamond core drilling method and rock core samples were obtained using triple tube core barrels. The boreholes were terminated as per the termination criteria issued by clients or as per the instruction of Engineer In-charge. The quantitative description of natural fracture state of rock masses are indicated using a number of indices as determined from the borehole cores. TCR is the percentage ratio of core recovered (whether solid, intact with full diameter, or non-intact) to the total length of core run. SCR is the percentage ratio of solid core recovered to the total length of the core run. RQD is a quantitative index based on core recovery procedure that incorporates only Fugro Report No.: FGTL/AKBTPL/ED/45/1/REV-4 11

11 those pieces of core which are 100mm or more in length. It is the total length of solid core pieces, each greater than 100mm between natural fractures, expressed as a percentage of the total length of core run. It is also a measure of drill core quality and it disregards the influence of orientation, continuity, joint thickness and gauge. The drilling accessories and tools used were all in conformity with BS The sub-seabed lithostratigraphic conditions have been described in detail in the geotechnical borehole logs presented in Appendix A. 3.4 Standard Penetration Tests Standard penetration tests were carried out using a split spoon sampler complete with a drive shoe and drive head fitted with a non-return valve. The basis of the test consists of dropping a hammer of mass 63.5 kg on to a drive head from a height of 750 mm. The number of such blows (N) necessary to achieve a penetration of the split spoon sampler by 300 mm (after its penetration under gravity and below the seating drive) is regarded as the penetration resistance. The blow counts for each 150 mm penetration were recorded. Small disturbed samples of soil were obtained from the split spoon sampler after completion of the tests. The number of blows and standard penetration test value has been described in detail in the geotechnical borehole logs presented in Appendix A. Fugro Report No.: FGTL/AKBTPL/ED/45/1/REV-4 1

12 4.0 LABORATORY TESTING The entire laboratory tests have been conducted as per the contract specifications, approved laboratory test schedules and relevant standard code of practices as detailed below in Table, in our laboratory at Navi Mumbai. The test results so obtained are summarized and graphically presented in Appendix B for engineering characterization of soil and rock core samples. Laboratory test carried out on recovered soil and rock samples and used to complement in situ test and field data and to provide geotechnical parameters and interpretation of the lithology across the site. Table Summary of the laboratory test carried out on soil and rock samples Sl. No. Test Designation Relevant Bill of Quantities Standards Quantities performed A Sieve Analysis IS 70 (Part 4) B Hydrometer Analysis C Atterberg's Limit IS 70 (Part 5) D Specific Gravity IS 70 (Part 3) 40 1 E Natural Moisture Content on UDS IS 70 (Part ) 10 0 F Sat & Dry Density on UDS BS 1377 (Part ) G Free Swell Index Test IS 70 (Part 40) 10 - H Consolidation Test on UDS IS 70 (Part 15) 40 5 I Box Shear Test IS 70 (Part 13) 40 7 J Triaxial Compression Test i Unconsolidated Undrained IS 70 (Part 11) ii Consolidated Undrained BS 1377 (Part 8) 0 - iii Consolidated Drained IS 70 (Part 10) 0 - K Unconfined Compression Test 0 4 L Test on Rock i Uniaxial Compression test (saturated) IS ii Point Load Test IS iii Saturated Moisture Content iv Specific Gravity 40 0 ISRM, IS v Unit Weight vi Porosity and Water Absorption 0 15 vii Modulus of Elasticity IS M Chemical Analysis of Water Samples i Sulphate content IS 70 (Part 7) ii Chloride content BS 1377 (Part 3) iii ph value IS 70 (Part 6) N Chemical Analysis of Soil Samples i Sulphate content IS 70 (Part 7) ii Chloride content BS 1377 (Part 3) iii ph value IS 70 (Part 6) Fugro Report No.: FGTL/AKBTPL/ED/45/1/REV-4 13

13 5.0 SITE CONDITIONS 5.1 Information on the Project Area The project site is located within the Gulf of Kutch, outside Kandla creek, about 17km on west of existing facilities of the Kandla Port within Kandla creek. Tuna Port is a port-cum-town in Anjar Taluka of Kutch District of Gujarat State of India. The Gulf of Kutch is an inlet of the Arabian Sea along the west coast of India, in the state of Gujarat, and renowned for extreme daily tides. The maximum depth of Gulf of Kutch is 401 feet (1 m). It is about 99 miles in length and is famous for the coral reefs surrounding thirty two islands. It divides Rann of Kutch and the Kathiawar peninsula regions of Gujarat. The Rukmavati River empties into the Arabian Sea nearby. The Gulf of Kutch is well connected by rail and roadways to major places in India. The nearest airport is at Kandla and rail-head is Gandhidham. 5. Geo-technology of the Site The site geotechnical investigation has been accomplished by carrying out a total of 10 marine boreholes as per the requirement of technical specification of the contract. The boreholes were distributed along the Approach and Jetty. The generalized sub-seabed profile has been prepared showing the variation in soil and rock till borehole termination depths below seabed level. These profiles are presented in Illustrations on Plate thru 3. The plasticity chart prepared based on the laboratory test results are presented in Illustrations on Plate 4. The sub-seabed lithostratigraphic conditions, classification and engineering characteristics have been described in detail in the geotechnical borehole logs presented in Appendix A. Based on the review of the marine boreholes the entire site can be characterized in to three units. UNIT I comprises predominately very soft to soft silty CLAY / CLAY with occasional thin to thick layers of silty SAND / clayey silty SAND. UNIT II comprises weak to moderately weak highly weathered to completely weathered Amygdaloidal BASALT / BASALT. All the marine boreholes as detailed in Table 1 were terminated in Unit III, which comprises moderately strong to strong moderately weathered to slightly weathered Amygdaloidal BASALT / BASALT. The maximum termination depth of the marine borehole was 50.50m below existing seabed level Geotechnical Design Parameters The generalized sub-seabed profile and design parameter adopted for the project is presented in coming sections. Field and laboratory test data for the project provided the basis for the analysis presented in this report. Based on the study and established relations, Fugro Report No.: FGTL/AKBTPL/ED/45/1/REV-4 14

14 generalized design parameters are recommended for use in engineering analysis of foundations. Looking at the generalized sub seabed profiles presented in Illustrations on Plate and 3, the entire site can be classified as presented below in Table 3. The sub-seabed soil / rock condition and strength parameters considered for engineering analysis of foundation for the project is presented below in Table 3. Table 3 Generalized Sub-Seabed Profile adopted for the project Unit No Geotechnical Description h 1 h H N RQD γ c q I Predominately very soft to soft silty CLAY / CLAY with occasional thin to thick layers of silty SAND / clayey silty SAND II weak to moderately weak highly weathered to completely weathered Amygdaloidal BASALT / BASALT III moderately strong to strong moderately weathered to slightly weathered Amygdaloidal BASALT / BASALT Note - legends used in Table above are as below; h 1 h - Depth from, (below Chart Datum) - Depth to, (below Chart Datum) H - Average thickness of the strata, (meters) N - Standard Penetration Test (SPT) value RQD - Range of Rock Quality Designation, (%) γ - Bulk Density, (kn/m 3 ) c - Average Cohesion arrived based on the correlation with SPT and results of laboratory test, (kn/m ) q - Average Uniaxial Compressive Strength of Rock, (MPa) Fugro Report No.: FGTL/AKBTPL/ED/45/1/REV-4 15

15 6.0 ENGINEERING DISCUSSIONS AND FOUNDATION RECOMMENDATIONS 6.1 Basis of the Foundation Selection Engineering Discussions As per the information received from client s representative it is understood that large diameter pile foundation system is to be adopted for the construction of proposed marine facilities comprising Approach Trestle and Jetty. Piles find application in foundations to transfer loads from a structure to competent subsurface strata having adequate load-bearing capacity. The load transfer mechanism of pile to the surrounding ground is complicated and is not yet fully understood. Broadly, piles transfer axial loads either substantially by friction along its shaft and/or by the end bearing. Looking at the sub-seabed soil conditions as presented in Illustrations on Plates thru 3, as discussed in Section 5 above and as per the client s requirement, end bearing piles socketed in weathered/soft rock foundation system has been presented in coming sections for the proposed construction of Approach Trestle and Jetty. It may be noted that, the installation piles demands careful control on position, alignment and depth, and involve specialized skill and experience. Pile foundations should designed in such a way that load from structure can be transmitted to the sub-surface with adequate factor of safety against shear failure of sub-surface and without causing differential or total settlement, which may cause structural damage or functional distress under permanent/ transient loading. The pile shaft should have adequate structural capacity to withstand loads and moments which are to be transmitted to the subsoil. For the requirement of cement, steel and concrete, appropriate consultation with the structural engineer is advised. It is recommended to follow the requirements of workmanship as mentioned in IS 911 (Part 1/Sec ): Pile Foundation Recommendations 6..1 Piles in Hard Rock When crushing strength of the rock is more than characteristic strength of pile concrete, the rock should be deemed as hard rock. Piles resting directly on hard rock may be loaded to their safe structural capacity. 6.. Piles in Weathered/Soft Rock Piles founded in weathered/soft rock different empirical approaches are used to arrive at the socket length necessary for utilizing the full structural capacity of pile. Since it is difficult to Fugro Report No.: FGTL/AKBTPL/ED/45/1/REV-4 16

16 collect cores in weathered rock/soft rocks, method suggested by Cole and Stroud using SPT N values is more widely used. It has been mentioned in IS 911 (Part 1, Section ) that if the Standard Penetration Values is more the 60, the stratum is to be treated as weathered rock rather than soil. The allowable load on the pile by this approach can be arrived using following equation; Q a = c u1 N c πb 4F s + αc u πbl F s Where, c u1 - Shear strength of rock below the base of pile, kpa N c - Bearing capacity factor (9) F s - Factor of safety (3) α (recommended value) c u - Average shear strength of rock in the socketed length of pile, kpa B L - Minimum diameter of pile shaft, m - Socket length of pile Fugro Report No.: FGTL/AKBTPL/ED/45/1/REV-4 17

17 7.0 REFERENCES The following standard codes, references on soils and foundations were referred: 7.1 List of Standard Codes 1. IS: 1498 Classification and Identification of Soils for General Engineer in charge Purposes. IS: 189 Code of Practice for Subsurface Investigation for Foundation 3. IS: 131 Method of Standard Penetration Tests for Soils 4. IS: 13 Code of Practice for Thin Walled Tube Sampling for Soils 5. IS: 70 Method of Test for Soils (Relevant Parts) 6. IS: 911 Code of Practice for Design and Construction of Pile Foundations Part I Concrete Piles Section Bored Cast in-situ Piles 7. IS: Design and Construction of Bored Cast in-situ Piles Founded on Rocks - Guidelines 7. List of Specifications / Documents and Drawings 1. Appendix I Bill of Quantities. Appendix III Technical Specifications 3. Appendix VI Location Plan 4. Offshore Borehole Location Plan (KDL-1/E /C001/CD Standard Textbook References 1. Foundation Analysis and Design, Joseph E. Bowles. Foundation Design and Construction, M.J. Tomlinson 3. Foundation Design Manual, N.V.Nayak Fugro Report No.: FGTL/AKBTPL/ED/45/1/REV-4 18

18 8.0 CONCLUSION This report presents the field records and laboratory test results conducted for marine investigation project along with engineering discussions and foundation recommendations. The borehole logs and related information depict sub-seabed conditions only at the specific location and time where the sampling was conducted. The results reported here are dependent on the test locations and time at which the tests were conducted. Fugro Report No.: FGTL/AKBTPL/ED/45/1/REV-4 19

19 ILLUSTRATIONS

20 A MBH-10 MBH-09 MBH-08 MBH-07 MBH-06 B' MBH-03 MBH-0 MBH-01 B A' MBH-05 MBH-04 SITE VICINITY MAP / BOREHOLE LOCATION PLAN SITE LOCATION SUB-SOIL INVESTIGATION FOR JETTY & APPROACH TRESTLE FOR DRY BULK TERMINAL AT TUNA, KANDLA ADANI KANDLA BULK TERMINAL PVT. LTD. Plate 1

21 BH-10 SPT RQD UCS PLI UNIT I BH-09 SPT RQD UCS PLI BH-08 SPT RQD UCS PLI UNIT I UNIT I UNIT II UNIT III A BH-07 SPT RQD UCS 47.5 PLI BH-06 SPT RQD UCS 19.6 BH-03 SPT RQD UCS 17.1 PLI SUB-SEABED SOIL PROFILE FOR APPROACH AREA (SECTION AA') Scale Vertical= 1:150 Horizontal= 1:00 A' SUB-SOIL INVESTIGATION FOR JETTY & APPROACH TRESTLE FOR DRY BULK TERMINAL AT TUNA, KANDLA ADANI KANDLA BULK TERMINAL PVT. LTD. Plate

22 BH-01 SPT RQD 1 3 UCS PLI BH-0 SPT RQD UCS PLI UNIT I BH-03 SPT RQD UCS PLI BH-04 SPT RQD 1 0 UCS PLI BH-05 SPT RQD UCS PLI UNIT II UNIT III B' SUB-SEABED SOIL PROFILE FOR DRY BULK TERMINAL (SECTION BB') SUB-SOIL INVESTIGATION FOR JETTY & APPROACH TRESTLE FOR DRY BULK TERMINAL AT TUNA, KANDLA Scale Vertical= 1:150 Horizontal= 1:900 B ADANI KANDLA BULK TERMINAL PVT. LTD. Plate 3

23 ASTM: Low plasticity High plasticity 10 BS: L I H V E U-line Plasticity Index [%] 60 A-line 60 Plasticity Index [%] Liquid Limit [%] GeODin/Plasticity Chart.GLO/ :38:17 PM L I H V E BS ASTM Atterberg limits ASTM CL-ML zone Low plasticity Intermediate plasticity High plasticity Very high plasticity Extremely high plasticity British Standard 5930: 1999 ASTM D PLASTICITY CHART Sub-Soil Investigation at Tuna,Kandla,Gujrat Location(s): BH-01 BH-06 BH-0 BH-07 BH-03 BH-08 BH-04 BH-09 BH-05 BH-10 Plate 4

24 APPENDIX - B

25 Laboratory Soil Test Summary Project : Sub Soil Investigation for Jetty Approach Trestle for Dry Bulk Terminal at Tuna Kandla. Job Number : 45/1 Client : Adani Kandla Bulk Terminal Pvt. Ltd. Date BH. NO. Test Depth (m) below E.G.L. / S.B.L From To Lab Vane Direct Shear UU UCS c, φ q (kpa, u (KPa) degree) Total Quantity Tested BH / / / BH BH-03 Strength Test Sp. Gravity / WATER SAMPLE τ v φ (deg) Atterberg Limits (%) W L W P I P CLASSIFICATION TESTS Clay Particle Size Distribution (%) Moisture Sand Content Silt Gravel (%) Fine Medium Coarse NATURAL DENSITY & MOISTURE CONTENT Consolidation Test Initial Void Ratio e o CHEMICAL TEST ON SOIL SAMPLES Sulphate content in terms of SO 3 (%) NP / / / NP NP Density (Mg/m 3 ) Wet Dry Chloride Content (ppm) ph CHEMICAL TEST ON GROUND WATER SAMPLES Sulphate content Chloride in terms of SO 3 Content (%) (ppm) ph Remarks (**) Sample insufficient for UU, bottom part of sample contained coarser proportion Plate B1.1

26 Laboratory Soil Test Summary Project : Sub Soil Investigation for Jetty Approach Trestle for Dry Bulk Terminal at Tuna Kandla. Job Number : 45/1 Client : Adani Kandla Bulk Terminal Pvt. Ltd. Date BH. NO. Test Depth (m) below E.G.L. / S.B.L Lab Vane Strength Test CLASSIFICATION TESTS From To τ v Direct Sp. Particle Size Distribution UU UCS Atterberg Limits (%) Shear Gravity (%) Moisture c, φ q Sand Content φ (deg) (kpa, u W L W P I P Clay Silt Gravel (%) (KPa) degree) Fine Medium Coarse NATURAL DENSITY & MOISTURE CONTENT Density (Mg/m 3 ) Wet Dry Consolidation Test Initial Void Ratio e o CHEMICAL TEST ON SOIL SAMPLES Sulphate content in terms of SO 3 (%) Chloride Content (ppm) ph CHEMICAL TEST ON GROUND WATER SAMPLES Sulphate content Chloride in terms of SO 3 Content (%) (ppm) ph Remarks (**) Sample insufficient for UU BH-04 BH-05 BH-06 BH / / / NP / / NP / / Plate B1.

27 Laboratory Soil Test Summary Project : Sub Soil Investigation for Jetty Approach Trestle for Dry Bulk Terminal at Tuna Kandla. Job Number : 45/1 Client : Adani Kandla Bulk Terminal Pvt. Ltd. Date BH. NO. Test Depth (m) below E.G.L. / S.B.L Lab Vane Strength Test CLASSIFICATION TESTS From To τ v Direct Sp. Particle Size Distribution UU UCS Atterberg Limits (%) Shear Gravity (%) Moisture c, φ q Sand Content φ (deg) (kpa, u W L W P I P Clay Silt Gravel (%) (KPa) degree) Fine Medium Coarse NATURAL DENSITY & MOISTURE CONTENT Density (Mg/m 3 ) Wet Dry Consolidation Test Initial Void Ratio e o CHEMICAL TEST ON SOIL SAMPLES Sulphate content in terms of SO 3 (%) Chloride Content (ppm) ph CHEMICAL TEST ON GROUND WATER SAMPLES Sulphate content Chloride in terms of SO 3 Content (%) (ppm) ph Remarks (**) NP BH NP NP NP NP NP NP NP BH NP NP NP NP NP NP NP NP Plate B1.3

28 Laboratory Soil Test Summary Project : Sub Soil Investigation for Jetty Approach Trestle for Dry Bulk Terminal at Tuna Kandla. Job Number : 45/1 Client : Adani Kandla Bulk Terminal Pvt. Ltd. Date BH. NO. Test Depth (m) below E.G.L. / S.B.L From To Lab Vane τ v Direct Shear φ (deg) Strength Test UU UCS c, φ q (kpa, u (KPa) degree) Sp. Gravity Atterberg Limits (%) W L W P I P CLASSIFICATION TESTS Clay Particle Size Distribution (%) Moisture Sand Content Silt Gravel (%) Fine Medium Coarse NATURAL DENSITY & MOISTURE CONTENT Density (Mg/m 3 ) Wet Dry Consolidation Test Initial Void Ratio e o CHEMICAL TEST ON SOIL SAMPLES Sulphate content in terms of SO 3 (%) Chloride Content (ppm) ph CHEMICAL TEST ON GROUND WATER SAMPLES Sulphate content Chloride in terms of SO 3 (%) Content (ppm) ph WATER SAMPLE NS NS.654 NS NS.650 NS NP Sample not sufficient for UU test NP NP NP BH NS NP NS.631 NP NS NS Abbreviations used : E.G.L. Existing Ground Level Mg/m 3 Mega gram per cubic meter c Cohesion φ Angle of internal friction Np Non-plastic W L Liquid Limit W P Plastic Limit I P Plasticity Index BH. Borehole NS Sample Not sufficient for test Format No. Revision No. Revision Date Prepared By Checked By Approved By FM-LAB-TEST NIL RS MP IS Remarks (**) Plate B1.4

29 SUMMARY OF LABORATORY TEST RESULTS PROJECT : Sub Soil Investigation for Jetty Approach Trestle for Dry Bulk Terminal at Tuna Kandla. Job No. 45/1 Client : Adani Kandla Bulk Terminal Pvt. Ltd. Date 5/1/01 BH No. Depth (m) Condition SMC Diameter during Length (cm) (cm) Strength test From To % Water Absorption (%) Porosity (%) Dry Density (g/cc) Saturated Density (g/cc) Specific Gravity Point Load Index Strength (Is) 50 (MPa) Sat. UCS (MPa) Corrected Uniaxial Modulus of Compressive Strength Elasiticity (Mpa) (Saturated ) MPa ε t Remarks Quantity of Test Completed BH E NS Highly fracture rock. Sample insufficient BH DRY DRY DRY BH_ DRY Saturated Saturated Sample collapsed During saturation BH Saturated DRY BH DRY Saturated E Saturated BH Saturated Saturated E DRY BH Saturated E Saturated sample collapsed after saturation DRY Plate B.1

30 SUMMARY OF LABORATORY TEST RESULTS PROJECT : Sub Soil Investigation for Jetty Approach Trestle for Dry Bulk Terminal at Tuna Kandla. Job No. 45/1 Client : Adani Kandla Bulk Terminal Pvt. Ltd. Date 5/1/01 BH No. Depth (m) Condition SMC Diameter during Length (cm) (cm) Strength test From To % Water Absorption (%) Porosity (%) Dry Density (g/cc) Saturated Density (g/cc) Specific Gravity Point Load Index Strength (Is) 50 (MPa) Sat. UCS (MPa) Corrected Uniaxial Modulus of Compressive Strength Elasiticity (Mpa) (Saturated ) MPa ε t Remarks DRY BH DRY Saturated Saturated E DRY BH Saturated Saturated E Saturated BH Saturated Saturated Saturated E Saturated Saturated A part of sample collapsed during saturation Saturated E Saturated Format No. FM-LAB-TEST-14 Revision No. 00 Revision Date NIL Prepared By RS Checked By MP Approved By AS Plate B.