9wellppbiddocument soil reports fj 7

8/12/2019 9WellPPbiddocument Soil Reports FJ 7

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OIL AND NATURAL GAS CORPORATION LI\lITEDINSTITUTE OF ENGINEERING AND OC EAN T ECHNOLOGY

Panvel, Maharashtra. 410 221

REPORT NO: IEOT/GE0/04/2003-04TITLE: ' SOIL INVESTIGATION REPORT FOR

LOCATION FJ-7. BOMBAY HIGH SOUTH FIELD

SUMMARY

Geotechnical Field Investigation was performed by M/ s TL Geotechnics Pte Ltd foIONGC-Marine Survey Division from ONGC's Geotechnical . vessel "SamudraSarvekshak between 1l t h May to 17* May 2003 for the borehole location FJ-7 inBombay High South Field, off west coast of India.

The purpose of the investigation was to ascertain'the soil conditions at the location for thedesign and installation of pile foundations for a fixed jacket platform. Theborehole was

terminated at 125.0 m. A separate CPT location was also carried out continuously to 12 m a1a distance fiom the sample borehole.Additional laboratory testing, evaluation of design parameters and engineering analysiswere carried out at Institute of Engineering & Ocean Technology, ONGC, Panvel. Thel b i ifi ll l d id il f d b i


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q geotech nical

1.o2.0

3 .O

4.0

5.0

6.0

INTRODUCTIONSCOPE OF REPORTFIELD OPERATIONS

3.1 General3.2 Positioning3.3 Water Depth

3.4LABORATORY TESTING4.1 General4.2 Laboratory Testing Offshore4.3 Laboratory Testing Onshore

SOIL CONDITIONS5.1 General5.2 Stratigraphy

5.35.3.1 Clays5.3.2 SandsENGINEERING ANALYSIS6.1 General6.2 Axial Pile Capacity

Drilling, Sampling and In-situ Testing

Soil Properties and Design Parameters

Page12

2

223

3

44 '

4

4

55

5

7788

8

9


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1.0 I N ~ H 0 U U C T I O NGeotechnical Field Investigation was perfornied by M/s TL Gcotechnics Pte Ltd. forONGC-Marine Survey Division. from ONGC's Geotechnical vessel SamudraSarvekshak"between 1 1 -?


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2.0 SCOPE OF REPORT

The scope of this report is to present the results of the laboratory tests performedoffshore and onshore.

Boring logs showing the soil stratigraphy and the type and strength characteristicsof various strata - .

WISON cone penetration test results

Axial pile capacities for pipe piles of 54 OD and 2 wall thickness

Axial load-deformation characteristics (t-z and q-z data) for pipe piles of 54 ODand 2 wall thickness

Lateral load-deformation characteristics (p-y data) for 54 ODpipe piles

Mudmatbearing capacityJack-up footing penetration analysis


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Method

3.3 Water Depth

Water Depths (m)

Start time End time

The cross-line bathymetric survey of the site was conducted prior to positioning thevessel over the designated borehole. The survey commenced on 1 I* May 2003. Theresult of the survey is prese&,d L, ?lateA3.The water depth at the location was measured at the start of the borehole with the drill

string, vessel's Echo Sounder and the CPT equipment. At the end of the hole it was

measured using the echo sounder and drill string.

The tidal variation curves are presented on PlatesA4 to A7.

The water depths in meters measured at the start and end of the borehole were as follows

and note that these depths have not been reduced to chart datum:

I I


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Real time data acquisition was carried out at thc CPT hole (at a distance from theborehole) with the downhole Wison cone penetrometer unit from mudline 10sample

12m depth at the location.

4.0 LABaRATORY TESTING4.1 General

The laboratory testing wasperformed in two stages-

0 Laboratory testing offshore - performed by M/s . TL Geotechnics Pte. Lid. forONGC-Marine Survey Division

0 Laboratory testing onshore -performed by IEOT

Sections 4.2 and 4.3 describe the offshore laboratory testing and onshore laboratoqtesting respectively. The detailed description of the soil conditions based on the resultsof laboratory testing and CPT are presented in Section 5.0 of this report.

4.2 Laboratory Testing Offshore


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f geotechnical

Grain Size Dist;L&;V1lAtterberg Limits

Tests I No.ofTests22

10Carbonate Content

UU (Triaxial)

A summary of all offshore and onshore laboratory tests is given in Appendix B

on Plates B1 to B3. The Grain Size Distribution Curves are presented on PlatesGSl to GS 22 of Appendix B. The plots of Unconsolidated Undrained TriaxialTests (including 4 tests performed in the onboard laboratory) are presented inAppendix B on plates UU 1 to UU 11. The Plasticity chart ispresented on PlateC1 and the Activity chart is presented on Plate C2 of Appendix C.

5.0 SOIL CONDITIONS


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51.Y O

I

2

3

Depth (m)

0.00 1.501.50- 5.20

5.20-

6.60

1 16.60-8.805 8.80- 11.70

SO1L DESCRIPTION~

Siliceous Carbonate SAND, silty, clayey, loose, fine to medium

Calcareous CLAY, silty, sandy, low plastic, yellowish brown

grained. grev (7.5Y4/1) with lot of shell frapments.(2.5Y5/3)with numerous shell fragments at top and tracestowards bottom.

(2.5Y4/1)with numerous shell fragments.(2.5Y4113.grained, greyish yellow (2.5Y4/2), with numerous shellframents at top and few towards bottom.

Siliceous Carbonate SAND, moderately to well cemented, fine

Siliceous Carbonate SAND, loose, fine grained, yellowish grey

Calcareous CLAY, silty, sandy, low plastic, yellowish grey

Siliceous Carbonate SAND, silty, clayey, loose, fine to medium


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t geotechnical16

171819

20

21_.

5.3

X 0 . I O - 99.10

99.10 - !01.10

101.10-105.40

105.40 - 109.30

109.30 - 114.80

114.80-125.00

Calcareous silica SAND, moderately to well ccnientcd, fine tomedium grained, yellowish brown (2.5Y5/4) ivi th few shellfragments at the top and numerous shell fragments and pockets of

clav towards bottom.

CLAY, silty, sandy, stiff, highly plastic, brownish black (2.5Y3/2)SAND, well cemented, yellowish brown (2.5Y 514) with traces ofCLAY, silty, sandy, locally cemented, brownish black (2.5Y3/1) withnumerous shell fraements.

Siliceous carbonate SAND, fine to medium grained, moderately to

Siliceous CLAY, silty, sandy, very stiff, yellowish grey (2SY4/1),

with few shell fraements towardsbottom.clav partings.

well cemented. vellowish grey (2.5Y6/1).with few shell fragments.

Soil properties and design parameters

The soilprofile at borehole location FJ-7 consists of layers of soft to stiff calcareous clayand carbonate sand having varying degrees of cementation.


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Visual observation of colour and reaction to HCI has also been considered while classifyingthe sands in addition to carbonate content. The sand layers between 0.00 m to 1S O m, 5.20 mto 6.60 m, 8.80 rn to 11.70 m and 15.60 m to 16.70 m is loose and between I 1.70m to 13.10nl, 16.70 to 37.00 m, 49.90 rn to 54.00 rn, 6 9 . 3 rn to 80.20 rn, 86.80 in to 89.10 rn sild101.10 m to 105.40 m is medium dense. Sand layers between 89.10 m to 99.10 1.1 and109.30 m to 114.80 m are dense. Sand layers also have shell fragments. The CPTs show amaximum tip resistance of 36 Mpa.

The design friction angles of the sands were evaluated fiom the estimated densities and soiltype. The nature of calcareous/carbonate sands - lower crushing strength, highercompressibility and arching effect causing low residual radial stresses after pile driving - has

been given due consideration while selecting design fiiction angles.The design friction angles for sand layers are in the range of 20 to 35 degrees. Allowancehas -been made for occurrence of weaker layers and the contents of fines.

A limiting skin friction of 20 kPa, for all the sand layers, was selected for driven pilesbecause of high carbonate contents and cementation, and limiting skin frictions for othersand layers has been based on the density of sand. The limiting end bearing values were

of


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6.2 Axial Pile Capacity

Axial pile capacities were calculated after an evaluation of the suitability of various design

methnds for the type of soils encountered at the location. The API criteria were selected as

the general design method with the following modifications and restrictions:

l n s a d c Ultimate axial beanng capacity in sands is calculated based on API RP2A - 1993using k=0.7 in compression and k = O S in tension. Also, limiting unit skin friction and unitend bearing values as given in the design parameters on Plate nos.1 and 2 are used inengineering analysis.

lmdags Ultimate axial bearing capacity in clays is calculated based on MI RP2A - 1986method 2 with the following modifications :

For normally consolidated clays with Su/p, < 0.45, a method (Tomlinson, 1977) has beenused with a=0.7. For overconsolidated clays with Su/p,I> 0.45, API RP 2A 1986 Method 2has been used.

For evaluating axial capacity in tension (pull out capacity) pile self-weight is not considered.

Unit skin friction on the inside of the pile is considered same as the unit skin friction on the


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6.3 Axial Load-Deformation Data ( f - : and y-z data)In this report the skin friction VS. deflection (t -z) data has been schematized as curves of five

points. It is assumed that the residual ultimate skin friction is reached at 1% of the pile

diameter (Vijayvergia, 1977). The ultimate values are consistent with the unit slun fictionvalues given on Plate no. 3. The t-z data are presented on Plate nos. 6 to 8.The pile tip load vs deflection (4-2)data is schematized as curves of five points. The 4 2datahas been derived based on load test data (Beringen, 1979 and Vijayvergia, 1977) andcorrelation with laboratory tests on carbonate soils. The end bearing is developed at much

larger deflection than outer skin fnction. The ultimate values are consistent with the unit endbearing values given on Plate no. 4. Transition fiom weak to strong and strong to weaklayers is accounted for in the analysis. The q-z data have been given for potential bearinglayers below 49.90 m to the end of the borehole. The q-z data are presented on Plate nos. 9 to11.

6.4 Lateral Load-Deformation Data @-udata)Bending moments and deflections induced in laterally loaded piles are usually evaluatednumerically with techniques similar to those for axial pile analyses. Input information for


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6.5 Mudmat bearing capacity

Mudmat ultimate bearing capacities have been computed for square, rectangular and

triangular mudmats without considering ~ r y iar of s a fe i j m d assuming that penetrationinto the sea floor does not occur.The results of the calculation for triangular, square and rectangular mudmats with L/W( L e n g t W i d t h ) ratio of 2 are shown on PlateNo: 14

,-

The ultimate bearing capacity is plotted versus side W, for square mudmats, side B for

triangular mudmats of equal sides and with smaller side W for rectangular mudmats,(L/W=2). The recommended bearing capacity of mudmat is calculated using the projectedarea method for sand over clay - two layer system - using a load spread of 1:3.

6.6 Jack-up Rig Spudcan PenetrationJack-up rig footing penetration analysis for the standard ONGC spudcan wasperformed using the computer program SPUDPEN. The bearing capacity curve forthis rig is presented in Plate No. 15.


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1 I

The ultimate axial pile capacity is governed by plugged behavior. The ultimate axial pile

capacity in compression of 25.0 MN can be achieved at apenetration of about 90.0rn for asteel pipe pile of 54" outer diameter and 2"wall thickness.It is recommended to carry out detailed driveability studies giving due consideration to

likely setting up effects in clays.

The jack-up rig footing penetration analysis for the standard ONGC spudcan sho\ved thatthe final penetration of the spudcan will be about 8.50 m under the maximum preload of45MN. However, it is recommended that preloading at this site shall be done verycarefully in the initial stages upto 8.50 m to avoid rapid penetration. In case of punch-through in the upper sand layers the rig may rest at around 15.00m.


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'I.~4 geotechnical

1. American Petroleum Institute, "API W 2A Recommended Practice forPlanning, Designing and Constructing Offshore Platforms" ( 19S7. I9S9. 199 ).

2. TL GEOTECHNICS PTE. LTD, (2003): Soil and Foundation Report for pile,Borehole FJ-7 Platform Location, Bombay High South Field, West Coast India,for ONGC Bombay. Report No. BOW04-03/0026H Dt. 20-05-2003.

3. Andersen,A.; Berre, T.; Kleven,A.; and Lunne, T.(1979) :"Procedures used toobtain soil parameters for foundation engineering in theNorth Sea ,Publication-129, Norwegian Geotechnical Institute, Oslo,Norway.

4. "


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9. Matlock, H. (1970): Correlations for design of laterally loaded piles in soAclay" OTC Paper No. 124, Proceedings of the Offshore Technology Conference,

Houston, Vol.1,pp 577-594

10. Ravi Kumar, GI. i 989): .a11nsitu testing in Calcareous Soils. Reportprepared under NORAD project IND-032

1 1.Reese, L.C.; Cox, W.R. and Koop, F.D. (1974): Analysis of Laterally LoadedPiles in Sand ,OTC Paper No. 2080, Proceeding of the Offshore TechnologyConference,Vol 111,pp 4 7 3 4 8 3

12.Reese, L.C.; Cox, W.R. and Koop, F.D. (1974): Field Testing and Analysis ofLaterally Loaded Piles in Stiff Clay" OTC Paper No.2312. Proceeding of theOffshore Technology Conference, Vol 11, pp 671-690

13.Vijayvergia, V.N. (1977): "Load-movement characteristics of piles",Ports77 Conference, Long Beach, California


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4 geotechnical

,-

ILLUSTRATIONSPlate

Design Soil Parameters

Ultimate Unit Skin Friction and End Bearing

Ultimate Bearing Capacity Curves for 54" OD Pilet-z Data for 54 inch OD Pileq-z Data for 54 inch OD Pilep-y Data for 54 inch OD Pile

1- 2

3- 4

5

6- 8

9-11

12-13


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DESIGN PARAMETERS

,-

3 E L D IBOMBAY HIGH I


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DESIGN PARAMETERSYONTINUED FROM PLATE I3ORINGIFJ-7 I FIELD IBOMBAYHIGHNumber

Soil

Ty pe

SAND

CLAY*SAND14

15

16

86.8

86.8

89. I

89.1

99.1

99. I

CLAY

SAND

SAND

CLAY


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4 geotechnical

-.

Unit Skin Friction in Compression kPa)0 50 100 150 2000 ... ,.... T~.,-.,.,

!

I

.. I20 . -'i.40

60EnnII-

W

80

' I 1 '!I

I l

2.. . i

. ..

Unit Skin Friction in Tension kPai)0 ' 50 100 150 200

1 1 ; " l l l l l l l l l l iI I

I IiI

I

II


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i - !I I

r

I

IiI

iII

i

t i . I I I

I I

1iii1IIII

!i!


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I

- 3 geotechnicalI Ultimate Axial Capacity (MN)

0 5 10 15 20 25 30 35

r

40

0

20

40

1 ' . . . . . I 1 1 ' '!

......

I

- ~+I

... . . . . .

II I

/


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T- Z DATA LOCATI ON: FJ - 7- - - - - - - -PI LE DI AMETER = 1.372 mWALL THI CKNESS = 0. 051 mPLUG LENGTH : PI LE PENETRATI ON RATI O = 0.90

CLAYS : API 1986 METHOD 2 / TOMLI NSON (1977) METHODSANDS : API 1993 METHOD (K = 0.7 compr essi on, 0.5 t ensi on)t - 2 DATA : VI J AYVERGI YA (1977) METHODLOCAL SCOUR DEPTH

OVERBURDEN REDUCTI ON ZONE

= 1.500 m= 6.000 m

t/c = Tensi on/ compressi ont l / t 5 = Mobi l i zed ski n f r i cti on MN/ m21/25 = Pi l e- soi l di spl acement mm


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T-Z DATA LOCATION: FJ - 7

. _. continued from last page

t/c = Tension/compression'tl/t5 = Mobilized skin friction (MN/m)21 / 2 5 = Pile-soil displacement (mm)

80.20

86.80

86.80

89 . 1 08 9 - 1 099.10

99 10

CLAY 'ct

CLAY c

tSAND c

t

SAND ct

SAm ct

SAND c

t

CLAY c

0 . 211

0 . 211

0.290

0.2900.050

0.050

0.050

0.050

0.050

0.050

0.050

0.050

0 351

1 . 7

1 . 7

1 . 7

1 . 71 . 7

1 . 7

1 . 7

1 . 7

1 . 7

1 . 7

1 . 7

1 . 7

1 7

0.272

0.272

0.373

0.3730.065

0.065

0.065

0.065

0.065

0.065

0.065

0.065

0 453

3.4

3 .4

3 . 4

3 . 43 . 4

3 . 4

3.4

3 - 43 .4

3.4

3.4

3 . 4

3 4

0 . 331

0.331

0.455

0.4550.079

0.079

0.079

0.079

0.079

0.079

0.079

0.079

0 552

6 . 9

6 . 9

6 . 9

6 . 9

6 . 9

6 . 9

6 . 9

6 . 9

6 . 9

6 . 9

6 . 9

6 9

a6 .9

0.356

0.356

0.489

0 . 4890.085

0.085

0.085

0.085

0.085

0 - 0850.085

0.085

0 593

10 . 3

10 .3

10 . 3

1 0 . 310 . 3

10.3

10 . 3

10 . 3

10 . 3

1 0 . 310 . 3

10 . 3

10 3

0.362

0.362

0 - 4 9 80.498

0.086

0.086

0.086

0.086

0.086

0.086

0.086

0.086

0 603

13 . 7

13 . 7

1 3 . 7

13 . 7

1 3 . 7

1 3 . 7

13 . 7

13 . 7

13 . 7

13 . 7

13 . 7

13 . 7

13 . 7


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i geotechnicalLOCATI ON : FJ - 7

PI LE DI AMETER = 1.372 mWALL I HI cKNESS = 0.051 mPLUG LENGTH : PI LE PENETRATI ON RATI O = 0.90

CLAYs : API 1986 METHOD 2SANDS : API 1993 METHOD ( K = 0.7 compressi on, 0.5 tensi on).q-ZDATA : VI J AWERGI YA (1977) METHOD

I

LOCAL SCOUR DEPTH = 1.500 mOVERBURDEN REDUCTI ON ZONE = 6.000 mTi p 0 = unpl ugged, 1 = pl ugged91/95 = Mobi l i zed end bear i ng (MN)21/25 = Pi l e- soi l di spl acement ( mm

49.90

49.90

50.90

51 90

CLAYSANDSANDSAND

1

1

1

1

0.91

0.91

1.58

2 25

13.7 1.10 27.4 1.27 54.9 1.36 82.3 1.46 137.213.7 1.10 27.4 1.27 54.9 1.36 82.3 1.46 13,7.213.7 1.91 27.4 2.21 54.9 2.37 82.3 2.54 137.213 7 2 72 27 4 3 15 54 9 3 37 82 3


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geotechnicalQ- Z DATA LOCATI0N:FJ-7. . .cont i nued f r oml ast page

Ti p 0 = unpl ugged, 1 = pl uggedql/q5 = Mobi l i zed end beari ng (MN)zl/z5 = Pi l e- soi l di spl acement mmDept h Soi l

m t ype t i p q l zl 92 22 93 23 94 24 95 z5__ _ _ ____ _ __ _ ______ __- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -

68.00 CLAY 1 1-20 13.7 1.45 27.4 1.68 54.3 1.79 82.3 1.93 137.269.00 CLAY 1 1.20 13.7 1.45 27.4 1.68 54.9 1.79 82.3 1.93 137.269.60 CLAY 1 1.20 13.7 1.45 27.4 1.68 54.9 1.79 82.3 1.93 137.269.60 SAND 1 1.20 13.7 1.45 27.4 1.68 54.9 1.79 82.3 1.93 137.270.60 SAND 1 2.24 13.7 2.71 27.4 3.15 54.9 3.36 82.3 3.62 137.271.60 SAND 1 3.29 13.7 3.98 27.4 4.61 54.9 4.93 82.3 5.30 137.272.60 SAND 1 4.33 13.7 5.24 27.4 6.08 54.9 6.50 82.3 6.99 137.273.60 SAND 1 5.38 13.7 6.51 27.4 7.55 54.9 8.07 82.3 8.67 137.274.60 SAND 1 5.50 13.7 6.65 27.4 7.72 54.9 8.25 82.3 8.87 137.275.60 SAND 1 5.50 13.7 6.65 27.4 7.72 54.9 8.25 82.3 8.87 137.276.60 SAND 1 4.93 13.7 5.97 27.4 6.92 54.9 7.40 82.3 7.96 137.277.60 SAND 1 3.84 13.7 4.64 27.4 5.39 54.9 5.76 82.3 6.19 137.278.60 SAND 1 2.74 13.7 3.32 27.4 3.85 54.9 4.11 82.3 4.42 137.279.60 SAND 1 1.65 13.7 1.99 27.4 2.31 54.9 2.47 82.3 2.66 137.280.20 SAND 1 0.99 13.7 1.20 27.4 1.39 54.9 1.48 82.3 1.60 137.280.20 CLAY 1 0.99 13.7 1.20 27.4 1.39 54.9 1.48 82.3 1.60 137.281.20 CLAY 1 1.05 13.7 1.27 27.4 1.47 54.9 1.57 82.3 1.69 137.282.20 CLAY 1 1.10 13.7 1.33 27.4 1.55 54.9 1..65 82.3 1.78 137.2


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3

i

\

geotechnicalQ- Z DATA

.continued from last page

Tip 0 = unplugged, 1 =plugged

21/25 = Pile-soil displacement (mm)ql/q5 = Mobilized end bearing ( M N )

LOCATl ON: FJ - 7___-_____

Depth Soilm type tip ql zl 92 22 93 23 q4 24 95 25_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - - - - - - - _ - _ _ _ _ _ _ _ - _ - - _ - _ - - - - - - _ _ - - - - - - - - - - - - - - - - - - - -99.10 CLAY 1 1.65 13.7 2.00 27.4 2.32 54.9 2.47 82.3 2.66 137.2100.10 CLAY 1 1.65 13.7 2.00 27.4 2.32 54.9 2.47 82.3 2.66 137.2101.10 CLAY 1 1.65 13.7 2.00 27.4 2.32 54.9 2.47 82.3 2.66 137.2101.10 SAND 1 1.65 13.7 2.00 27.4 2.32 54.9 2.47 82.3 2.66 137.2102.10 SAND 1 2.14 13.7 2.59 27.4 3.00 54.9 3.21 82.3 3.45 137.2103.10 SAND 1 2.59 13.7 3.14 27.4 3.64 54.9 3.89 82.3 4.19 137.2

104.10 SAND 1 2.00 13.7 2.42 27.4 2.81 54.9 3.01 82.3 3.23 137.2105.10 SAND 1 1.41 13.7 1.71 27.4 1.98 54.9 2.12 82.3 2.28 137.2105.40 SAND 1 1.24 13.7 1.50 27.4 1.74 54.9 1.86 82.3 2.00 137.2105.40 CLAY 1 1.24 13.7 1.50 27.4 1.74 54.9 1.86 82.3 2.00 137.2106.40 CLAY 1 1.34 13.7 1.62 27.4 1.88 54.9 2.01 82.3 2.17 137.2107.40 CLAY 1 1.45 13.7 1.75 27.4 2.03 54.9 2.17 82.3 2.34 137.2108.40 CLAY 1 1.55 13.7 1.88 27.4 2.18 54.9 2.33 82.3 2.51 137.2109.30 CLAY 1 1.65 13.7 2.00 27.4 2.32 54.9 2.47 82.3 2.66 137.2


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geotechnical

P-Y DATA LOCATI0N:FJ-7... continued from lastpage

pl/p4 P Mobilized soil resistance (MN/rn)CYCLI C P-Y DATA

yl/y4 = Lateral Pile displacement m )

16.700 SAND16.700 SAND17.700 SAND

18.700 SAND19.700 SAND20.700 SAND21.700 SAND

22.700 SAND

23.700 SAND

24.700 SAND25.700 SAND26.700 SAND27.700 SAND28.700 SAND

29.700 SAND30.700 SAND31.700 SAND32.700 SAND

0.519

1.524

1.621

1.719

1r8111.903

1.996

2.088

2.180

2.2722.3652-4572.549

2.641

2.733

2.826

2.9183.010

5.717

5.717

5.717

5.717

5.717

5.717

5.7175.717

5.717

5.7175.717

5.717

5.717

5.717

5.717

5.717

5.717

5.717

1.002 11.433

2.739 11.433

2.944 11.433

3.149 11.433

3.320 11.433

3.490 11.433

3.661 11.433

3.831 11.433

4.001 11.4334.172 11.4334.342 11.433

4.512 11.433

4.682 11.433

4.853 11.433

5.023 11.433

5.193 11.433

5.364 11.433

5.488 11.433

1.769

4.019

4-4144.814

5.084

5.350

5-4885.488

5.488

5.4885.4885.488

5.4885.4885.488

5.488

5.488

5.488

22.867

22.867

22.867

22.867

22.867

22.867

22.867

22.867

22.86722.867

22.867

22.86722.867

22.867

22.867

22.867

22.867

22.a67

2.579 51.450

4.529 51.450

5.067 51.450

5.488 51.450

5.488 51.450

5.488 51.450

5.488 51.450

5.488 51.450

5.488 51.450

5.488 51.4505.488 51.450

5.488 51.450

5.488 51.450

5.488 51.450

5.488 51.4505.488 51.450

5.488 51.450

5.488 51.450


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-140000

Rectangular1200001- - Square2.ea

2 80000JcncCZ 60000mE0.-

40000


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geotechnical............,.................. ...........

!

Bearing Capacity (MN)

0 40 00

0

5

10

15

Eg 20:25

--J?(120 160

i i

200

3

3


34/117

P

APPENDIX A


35/117

geotechnical

APPENDIX - A

GENERAL, DATA

Positioning Data

Borehole Location Plan

Plate

A 1

A 2


36/117

)\c\

IBORING COORDINATE

SYSTEM

FJ-7 WGS-84

Everest

I

UTM - CO-ORDINATES GEOGRAPHICAL CO-ORDINATESNORTHING EASTING LATITUDE N LONGITUDE E

2138500 739125.0 19 1934.522 71 16 33.5152138253 739278.3 -19 1932.076 71 1639.864

geotechnical-BORING

FJ-7

UTM - CO-ORDINATES GEOGRAPHICAL CO-ORDINATESCOORDINATE NORTHING EASTING LATITUDE N LONGITUDE E

SYSTEM

WGS-84 2138498.136 739125.2 19 19 34.461 71 1633.521


37/117

geotechnical...

.

2150000

2145000

214oooO

2135000

2130000E65 2125000r0z

212oooo

I I

I

- I BH-26 c


38/117

Oil 8 Natural Gas Corporation LimiteduF Bc.. w w

. .


39/117

geotechnical

EnnP

sQ)LCIQ)

82

81

80

79

78

77

76

0 1 2 3 4 5 6 7 8 9 10 11 12

8483


40/117

geotechnical. _ - _ _ . . . . . . . . - ..... . . . . ... . . . . . . . . . . .

84C I03

82

8t

80

79

78

0 1 2 3 4 5 6 7 8 9 10 11 12Time, hrs on 12/05/03

8483


41/117

geotechnical

84a382

81

80

0

79

78

8483

0 1 2 3 4 5 6 7 8 9 10 11 12

Time, hrs on 13/05/03


42/117

geotechnical

c

82

81

80

79

7877

76

75

74


43/117

APPENDIX B

/a


44/117

>3 geo echnical

APPENDIX - B

LABORATORY TESTS PLATE No:


45/117

. '


46/117

K g F p sE U bwI 8 L::W t

19. I

"8 Y -I

t

I I 1

m0

Q1n4L

nn6

;I

(;!

Ii!

!

I

I1!I


47/117

geotechnical

SUMMARY OF LABORATORY TEST RESULTS

BORlNQ FJ-7-apm-991s o 1

104 2104.2

1044

im 1?mi114 0114.1

110.31104110 51100

124.1242124:124 :

-OryVJIwl.wm:15 5

133

15.0

FIELD B'HIQH

SFC

KPa-242

120

240

340m

240120


48/117

--) gestechnical

50

40

30

20

10

I

II!1-

I jI. .

Ii

!-------... . - \

I


49/117

geotechnical

___ - . -. ... .. ._20

15

10

5

. ..... ...

--ff

.

----


50/117

%geotechnical

. - -.

.

160

140

120

ma

x,d

100cvD

80uiitjLm 60Wzv)

40

20

.

7

- 1[Ii

iIjII


51/117

geotechnical

140

120

100 - ... .I

80

60

40

20


52/117

>1@ geotechnical

?

- ..... .............. . . . . . . . . . . . - _200

180

160

140

120

l o o

80

60

40

..

.

.-


53/117

geotechnical

1.III

I

!

II

180

160

140

a" 120Yx.2

cv

.

L(P0

40

- - 1 iII

!

!

,

I


54/117

200 ;1I

180

Iou

140mQ(v0

Y+ 1200-I

100ui-;2 80malcv) 60

40


55/117

geotechnical

,_ . . . . . . . . . . - .II

I

I AI1!

Ii

,

94


56/117

36 geotechnical.... ....... ............ . . . . . . . . . . . . . . ...... - - . . . -_- -

(vx0I

200

180

160

140

120

100

80

60

40

.- .


57/117

geotechnical

. -I - - - - -

200

180

160

140ma+x_ 120N0I

100v-

ti

GL WQ0).cv) 6040

I

I

i

i

i

IIII

Ii

I

i


58/117

-l geotechnical

!

,

200

180

160

140ma-Ycv0h- 120

.& 1002? 8 0

II

ui

ma3cv) 80

40

I


59/117

geotechnicala

L100 1

0I

80

70

60

50

40

30

20

/-a-.-


60/117

geotechnical_ _

100

90

80

70

ncc0 60L0)c

acnm

40Q)a

50

c.

30

0

10

20

30

LII

40 JkI

i

50 {

I;


61/117

geotechnical)e,........... . . . . . . . . .- . . . J

i

100

90

80

70

nei i g J

CQ 60

L0C

aJ0Qc40

aJn30

2C

0

10

20

30

cIt

40 JI.IitII

60 '1;70

ao


62/117

geotechnicaiJ

100

90

80

70

nFcm 60LQ)C

Q)tRm50-40

Q)a

30

0

10

20

30

ncm

40 g=i?

50sL

mQ)lJm-

60 Ea

)

70


63/117

I

0

10

20

30

nc40

L9)

50 69)m(D

s@

60

9)a

70

ao

geotechnical

. . . .. .. . . - -. _ _- ... .-. . . . . . . . I


64/117

100

90

80

70

0CrL3i.,Bn

30

- 20

- 30

C

40


65/117

I* geotechnical. . .

1___

100

90

80,

70

0m 6 0CeLWCiI: 50W0mL'i 40Wn

30

20

I

---T-

._

'

.

.

- .


66/117

geotechnical~ ___ - -loo

m

80

70

60

50

40

30

20

...... .-

0

10

20

30

40

50

60

70

00


67/117

'93 geotechnical

__- _ ................. ,... , ............................................................ -- 110090

80

70

60

50

40

30

20

Ii- 3 0

- 4 0

- 5 0

- 6 0

- 70

C

Clrfi6

i

ca

a

a

CCc

, )


68/117

)bgeotechnical

100

m

80

70

60

50

40

30

..

-t- 0

10

20

30

40

50

60

70


69/117

iQI)geotechnical

I

I

100

90

80

70

nm 60EC

La)C

W0m

50

- 40Wa

30

20

i+II

20

30

nCm

40

L;m50 s

alm-6 0 stala

70

80


70/117

geotechnical>

0

- 10

- 20

n I- 40

- 50

- 60

- 70

zizc

100

m

80

70

60

50

40

30

C

C

a6iC

Q:CaC

cc

Ep:a

I


71/117

)ageotechnical

- -1. . . . . . .

100

a0

70

nm 60eC

30

20


72/117

geotechnical

100

90

80

70

60

50

40

30

20

. 1Ii i-,

tt!7 :I

T

III

-+

_.

.

0

10

20

30

LII

40 ii

5 0 d

6 O lid

III

70

I


73/117

geotechnical

\

100

80

00

70

60

50

40

30

20


74/117

9

geotechnical-- _ _ -100

80-II70 i40

30

I~II - -

. . . .0

10

20

30

40

50

6i,

70

I

$3B


75/117

' cib

1

geotechnical

1I

i

i

!!IIj

i1

i1*- .!1 ; I i

I

-- . -.

nEzcm

cii


76/117

geotechnical

. _..

100

90

80

10

20

30

C40 f

Cn.

50

aC

n-60 in70

~ 80


77/117

90

80

70

60

50

40

30

20

geotechnicald- 1

I

loo Iji

i

l o20

30

- 401- 50

- 60

- 70

- 80

1 I!I

1 :

II

i

i ngCmLalC

al0m

ii

ciala


78/117

.

.

l c

240 ZI-

L

50 2Q:Cae

6 o cn8a

70

80

geotechnical) .."

!IIi

II

II

I

100

90

80

70

n2Cm 60L0 )C

WCnmi i w

- 40Wa

30

20


79/117

geotechnical\

c

I

60

50

40

30!I

20 7

I

' . 0' I

. ." II , . I. 20, ....., I, ,I .I t, :. . i . . - . 30

40

50

60

70

80


80/117

geotechnical-!I

i

i

tIIj

ci 4 0

I :i ;j s 0 {I, a

C

L

60 taa


81/117

APPENDIX C

3


82/117

.'( geotechnical33

APPENDIX - C

SUMMARY OF SOIL CONDITIONS

Unified Soil Classification System

Activity Chart

c 1c2


83/117

\ geotechnical

!

100 ; - -

70 r6o50 140 c30 ti20 I--i

i

C L CH OR OH

MH OR OH


84/117

mgeotechnical100

90

00

70

s0-60

UK>rvtu

-.- 50a

--

- I

)6


85/117

geotechnical

-Water Content YO0 20 40 60 80 100 120T

O r----

60/IfinQal

80

r - - - - -- ii!


86/117

geotechnical

0 4 ii. .UnitWeight (kN/m3)0 12 16 20 2440

60


87/117

geotechnical

0

20

40

60EP9.Q)0

Over Burden pressure (kPa)0 500 1000 1500 2000 2500

I

Eff. oGerburden pressure I , i\ I - _ _ _ - Total overburden pressure I I_ I _ _ _ _ _ A _ _ _ _ LI

\ I r - - - - 1 - - - - I_ _ _ - 6II

I

\


88/117

geotechnical

E5-naa,

Liquidity Index

0.0 0.4. . . . . . . . .,.. ..... ...I

I

I !I I0 8

20

40

60

. . . . . .

1.2

, i?7'!

I

-

tI I

I!

--~


89/117

APPENDIX D

I

4

3

geotechnical


90/117

-3 geotechnical

>

APPENDIX - D

BORING LOGSAND IN-SITU TESTS' (Soil Data Boring

Drilling Log

WISON Cone Penetration Tests plots (from preliminaryplots)

Plate

D1-D13

D 14


91/117


92/117

SMP REC CPT LYR SYMB LAYER DESCRlPTlON~

Siliceous carbonate SAND, moderatelyto wellcemented, fine to coarse grained,dull yellow numerous

r In--t

nt817

~

nt K100 120 140 Ut Weight k Wma Shear Strength kPa12 16 20 0 40 80 120 160 20041 1 1 I l l


93/117

dull yellow (2.5Y614)with numerous she1

contd..

OEOFT 060101 REV.NO. 00

c-I- ..,/? !I

I I I I I

0

4

0

FaUCorn RmmwldmdPockmlPmtmmm1.rUnwnwlldalmdUndnlnmd TtiaxlalR.commmndod8.

T O N W U

--

D - 3 -By cheaed ByONQCINSTITUTE OF ENQINEERINOAND OCEAN TECHNOLOQY

-/-

~ - ___ __ ____


94/117


95/117


96/117


97/117

SMP REC CPT LYR SYMB LAYER DESCRlPTlON70 ,c,9: . - - - _ _

69.60 - 80.20 mSiliceous carbonate SAND, dense, moderately lowell cemented, f ine to medium grained, yellowishgrey 2.W)with few shell ragments .

' conld. .Water content K

0 20 40 60 80 100 120 140 Ut Weight k W m 30 4 l 1 2

i llk---t

20 I

I 1 I l lShear Strength kPa

100 150 200Fi7-r-rrr-rr----i I


98/117

contd..i80I I I I I I

7t W a t e c h l e n t , ' A WelUniWeyht

OCOCT 080.V ncv.*o. Do

t1

Motor Vane

FallCormFmt Corm RemouldedTowanePockel Penetromeler

_- .. . . . . ~

ONQCINSTITUTE OF ENGINEERINQAND OCEAN TECHNOLOQY


99/117


100/117


101/117

SMP REC CPT LYR SYMB LAYER DESCRlPTlON- . - -110 . .c 3 6 + I contd...

109.30 - 114.80 mSiliceous carbonate SAND, fine to mediumgrained, moderately to well cemented,yellowish grey (2.5Y611).

, .

11 ' c3r , 7_ _

112 C38. 'I.

ght k Wm3 Shear Strength k P aI2 16 20 0 100 200 300 400 500 600 700' I * . I ' . ' .i i i i r i r r r r n 1 I r . .


102/117

-.

- ..

114.80- 125.00 mSiliceous CLAY, silty, sandy, very stiff,yellowish grey (2.5Yul)withfew shell lragmen

contd... i-


103/117

geotechnical


104/117

geotechnical

II DRILLING RATE (minlm) BIT LOAD (TONS) MUD PRESSURE (psi)0.5 1 1.50 20 40 60 800 20 40 60 80 100 120 14001 0

II 20II

II

I

40

I

60zla

I 80I

It-

1;

fBZPr--4 .

a+ e ...

. . . . . . . . . . . . . . . . . . . . r- .


105/117

4.3 d .

.A-

n

42.A.1...

- - - . - . . - . - -.._..- - - ..L-~- =-;t---- .......... --.. ..._... ..... . . . . .

. . . . . . . . . . - . .-..--:A


106/117

I+i

12-4-

4-I

1 4 - k+I&/-

+

l+

+201A-

-

I5

I

i

m 6-.. . .- . . . ,- . a. ..


107/117

-4.

I r- .-WISON C O X PEXCiU7iON TESIS aMX6 FJ :


108/117

:4.+ I35 -cJFlD, ... .- . . . . . . . . . - . . . . . .i.. ..-- -._.. ._I. .... . . . . . . . .P

m -* -

.- . . . . . . . . . ...--- .-_. '- ......- . __.

. . _.!

F - .--.._-

I

f -.

-+-

. - . . . . . . . . .


109/117

9 bJF28 . . . . . . . . . . . . . . . . . .B5 - s m o ..... --.. ...-........-...-......-................-....-s0b;

5

.A.

1.3-A-


110/117

4

, I

in

-

1

I

i 7II

ji;iII

1

WISON CONE PENETRATION TESTS BORINS FJ-7

I


111/117

4

! APPENDIX E

geotechnical4


112/117

GENERAL INFORMATION

General Location Plan

APPENDIX E

Conversion Factors from SI to other units

E l

E 2

I

geotechnical


113/117

i

' -120

Bc

Ic--

ARABIAN SEA

,'" Bombay

KmhM delta

,Y OF B E N G A L

egtechnical


114/117

aCONVERSION FACTORS FROM S. 1 UNITS TO OTHER UNITS

--4 geotechnical


115/117

TABLE OF DESCRIPTIVE TERMS FOR SOILS

COHESIVE SOILS COHESIONLESS SOILSCONSISTENCY UNDRAINED SHEAR

STRENGTH, Su (KPa)VERY SOFT

SOFT

FIRM

STIFF

VERY STIFF

HARD

VERY HARD

0-12.512.5-25

25-50

50-100

100-200

200400

>400TERMS FOR CALCAREOUS SOILS

DESCRIPTION CARBONATE

CONTENT ( % )SlLlCEOUS 0-10

CALCAREOUS 10-50

CARBONATE >50

DESCRIPTION RELATIVE

DENSl lY(%)VERY LOOSE 0-15

LOOSE 15-35

MEDIUM DENSE 35-65DENSE 65-85

VERY DENSE 85-100

TERMS FOR CEMENTED MATERIALS

DESCRIPTION CONEVERY WEAKLY 0 - 2

WEAKLY , 2 -4

FIRMLY 4 10

WELL D l 0

RESISTANCE (MPa)

TERMS FOR ROCK STRENGTH iYMBOLS FOR S A M P L W E S T TYPEDESCRIPTION COMPRESSIVE


116/117


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9wellppbiddocument soil reports fj 7

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