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FINAL GEOTECHNICAL INVESTIGATION REPORT (NOVEMBER 2012)PROPOSED INSTALLATION OF MECHANICAL HANDLING FACILITIES

AT EAST QUAY-7 (EQ-7) BERTH IN THE INNER HARBOUROF VISAKHAPATNAM PORT TRUST

FOR VIZAG AGRIPORT PVT. LTD.

(VOLUME-II STACK YARD AREA)

Table of Contents

Item Page

1.0 INTRODUCTION 1

2.0 PROJECT DESCRIPTON 2

3.0 SCOPE OF WORK 2

4.0 SUBSURFACE CONDITIONS 4

4.1 Ground Water Levels 6

5.0 ENGINEERING RECOMMENDATIONS 7

5.1 Foundation Protection 9

6.0 METHODOLOGY OF INVESTIGATION 10

Reference & Calculations 12

ANNEXURES

A) Location Plan of BoreholesB) Borehole LogsC) Laboratory Test Results



FINAL GEOTECHNICAL INVESTIGATION REPORT (NOVEMBER 2012)

PROPOSED INSTALLATION OF MECHANICAL HANDLING FACILITIES AT EAST QUAY-7 (EQ-7) BERTH IN THE INNER HARBOUR

OF VISAKHAPATNAM PORT TRUSTFOR VIZAG AGRIPORT PVT. LTD.

(VOLUME-II STACK YARD AREA)

1.0 INTRODUCTION

Visakhapatnam Port Trust (VPT) has awarded Installation of Mechanized Fertilizer

Handling Facilities at East Quay-7 (EQ7) in the Inner Harbour of Visakhapatnam Port on

Design, Build, Finance, Operate, Transfer (the “DBFOT”) basis to M/s. Vizag Agriport Pvt.

Ltd. (VAPL).

VAPL awarded the work of geotechnical investigation and topographic survey to DBM

Geotechnics and Constructions Pvt. Ltd. Vide work order No. VAPL/DBM/geo-

tech/VSP/2012/01 dated 29 th may 2012. The field work and laboratory testing for the

geotechnical investigation was completed by DBM Geotechnics in November 2012. This

Volume-II of report presents the results of geotechnical investigation along with the

foundation Engineering recommendation for the Stack Yard Area .



2

2.0 PROJECT DESCRIPTION

The existing EQ-7 berth is 255m long for handling fertilizers, dry bulk cargo. The proposed

facilities will include, mechanization such as conveyor system, storage facilities, bagging

plant all the connected civil, mechanical and electrical works. The system shall be designed

for the unloading of fertilizer at the rate of 25,000 TPD. The optimal annual quay capacity of

EQ7 is estimated to be 7.0 million. The system shall consist mainly of (a) Unloading and

Stacking System and (b) Reclaiming, Bagging and Wagon Loading System, etc. The

existing ground surface elevations are between (+)2.70m to (+)4.00m with respect to chart

datum.

3.0 SCOPE OF WORK

The scope of work completed at this site is summarized below:

a) Completing Thirty one boreholes (BH-1 to BH-5, BH-8, BH-10 to BH-12, BH-14,BH-15, BH-18 to BH-21, BH-23, BH-24, BH-26, BH-28, BH-29, BH-31, BH-32A,BH-33 and BH-N1 to BH-N8) in Stack yard area.

b) Conducting in-situ tests such as Standard Penetration Test (SPT) at specifieddepths.

c) Obtaining Undisturbed Soil Samples (UDS) in cohesive soils.

d) Conducting eleven Field Vane Shear Test (FVST) in selected boreholes.

e) Conducting laboratory tests on disturbed (SPT) and Undisturbed soil and rocksamples.

f) Preparing and submitting a geotechnical investigation report.



3

g) Topography survey for proposed berth alignment, backup area and stack yard.

Completed borehole co-ordinates, and reduced levels (RL) with respect to Chart

Datum (CD) are summarized in Table A1 below.

TABLE A1BOREHOLE COORDINATES AND ELEVATIONS

BH. NoCO-ORDINATES GROUND

R.L.TERMINATION

DEPTH,BGLTERMINATION

LEVELNORTHING EASTING (m) (m) (m)

BH-1 1960170.557 742490.025 (+)2.723 9.30 (-)6.577BH-2 1960178.833 742548.89 (+)2.716 10.00 (-)7.284BH-3 1960191.293 742621.645 (+)2.961 11.20 (-)8.239BH-4 1960204.398 742692.798 (+)2.851 9.20 (-)6.349BH-5 1960226.557 742786.083 (+)3.172 9.70 (-)6.528BH-8 1960153.858 742636.337 (+)2.506 14.50 (-)11.994

BH-10 1960190.307 742781.307 (+)2.756 13.00 (-)10.244BH-11 1960217.195 742837.117 (+)2.854 14.78 (-)11.926BH-12 1960092.395 742631.144 (+)2.801 14.50 (-)11.699BH-14 1960123.496 742735.68 (+)2.455 13.60 (-)11.145BH-15 1960128.703 742814.601 (+)2.957 19.80 (-)16.843BH-18 1960042.027 742778.714 (+)2.752 18.15 (-)15.398BH-19 1960068.066 742850.323 (+)2.922 14.85 (-)11.928BH-20 1960061.146 742946.34 (+)3.304 13.08 (-)9.776BH-21 1959993.045 742856.859 (+)2.739 17.50 (-)14.761BH-23 1960009.016 742957.088 (+)4.010 15.35 (-)11.340BH-24 1959944.414 742971.158 (+)3.189 16.75 (-)13.561BH-26 1960147.554 742971.466 (+)3.463 12.10 (-)8.637BH-28 1960128.52 743078.659 (+)3.360 8.10 (-)4.740BH-29 1960096.854 742982.144 (+)3.713 9.00 (-)5.287BH-31 1960062.908 743108.691 (+)3.705 9.60 (-)5.895BH-32 1960049.003 743038.329 (+)3.511 13.08 (-)9.569

BH-33 1960021.933 743086.241 (+)3.598 9.60 (-)6.002BH-N1 1960307.729 742966.519 (+)3.610 25.50 (-)21.890BH-N2 1960269.345 742988.127 (+)3.474 27.00 (-)23.526BH-N3 1960272.336 742901.831 (+)3.700 26.00 (-)22.300BH-N4 1960203.424 742928.076 (+)3.600 13.50 (-)9.400BH-N5 1960200.620 742988.790 (+)3.683 11.00 (-)7.317BH-N6 1960201.370 743050.820 (+)3.745 9.00 (-)5.255BH-N7 1959964.655 743069.021 (+)3.485 15.0 (-)11.515BH-N8 1959867.214 743184.218 (+)3.550 13.5 (-)9.950



4

4.0 SUBSURFACE CONDITIONS

Subsurface profile generally consists of fill overlying marine deposits underlain by completely

weathered rock and then bedrock. Encountered soil/rock layers are described in detail

below;

LAYER I: FILL

Fill soils, consisting mostly of dark grayish or reddish brown silty clay/sand with boulders,

were encountered at the ground surface. Based on Standard Penetration Tests (SPT),

relative densities of the granular soils (sand) within this layer, ranged between Loose to

dense. The thickness of this layer was typically between 1.50m and 4.50m.

LAYER II: MARINE DEPOSITS

Marine deposits consisting mostly of marine clay and silty sand were encountered at depths

between 1.50m and 4.50m below existing ground surface. Based on SPT tests conducted in

the field and Triaxial Tests conducted on UDS samples in the laboratory, consistencies of

the cohesive soils (clay), ranged typically between very soft to Very stiff generally improving

with the depth. Relative densities of granular soils (sand) within this layer, ranged between

loose to dense. The lower boundary of the marine deposits layer was encountered at depths

between 4.50m and 15.00m below existing ground surface.



5

LAYER III: COMPLETELY WEATHERED BEDROCK

Completely weathered bedrock was encountered at depths between 4.5m and 15.0m

below existing ground surface in boreholes BH-14, BH-15, BH-21, BH-32A, and BH-N1,

BH-N2 and BH-N3 only. This completely weathered rock layer was not encountered in the

remaining boreholes. This layer is formed by the complete in-place disintegration of parent

bedrock material, but still partially retains the original rock mass structure. SPT tests

encountered refusals. Core recoveries are less than 10 percent and Rock Quality

Designations (RQDs) were typically nil. Borehole BH-N3 was terminated in this completely

weathered rock at a depth of 26.0m below ground surface. The lower boundary of this

layer was encountered typically at depths between 4.50 and 18.00m below existing ground

surface.

LAYER IV: KHONDALITE BEDROCK

Khondalite bedrock was encountered at depths between 4.50m and 18.00m below existing

ground surface. The bedrock was highly weathered to sound. Core recoveries ranged

between 11 and 96 percent, while Rock Quality Designations (RQDs) ranged between 0 and

91 percent typically improving with the depth. Rock compressive strengths ranged between

379 kg/cm 2 and 1255 kg/cm 2. The boreholes were terminated in hard bedrock at depths

between 8.10m to 27.00m below existing ground surface.



6

4.1 Ground water Levels

Water heights at borehole locations were monitored during and after completion of drilling

activities. Groundwater was encountered at depths between 0.5m and 2.6m below ground

surface in boreholes. Significant tidal fluctuations were measured at each borehole location.

Annual and seasonal fluctuations in water levels can be expected to occur.



7

5.0 ENGINEERING RECOMMENDATIONS

Soils encountered within stack yard area are not capable of providing adequate support

for the proposed loading of 5 t/m 2. Hence, ground improvement with band drains and

preloading or stone columns should be implemented at this site. Design of the ground

improvement system is not in current scope of work. However, based on our general

experience, Band drains will be spaced at 1.0m center to center in a triangular pattern and

will be completed to completely weathered rock. Pre-drilling may be required within the top

4.00m granular fill soils in some locations. A minimum 0.30m thick layer of sand blanket

should also be provided at existing ground surface.

Temporary preloading soil Fill corresponding to final design loads should be placed. A

consolidation period of upto 6 months may be required.

Proposed warehouse should be supported on bored cast-in-situ piles socketed in bedrock.

Piles should be socketed 1.5D in bedrock. Bedrock was encountered at depths between

4.50m and 18.00m below ground surface. Corresponding pile capacities are given in Table

D below. Piles can be terminated earlier if hard bedrock is encountered, which makes it

practically impossible for piling equipment to penetrate further.



8

TABLE D (Except Borehole BH-28, BH-N2 and BH-N3)

Safe Vertical Downward & Lateral Capacity of Piles

PileDiameter, D

(mm)

Safe VerticalDownward

Capacity (MT)

Safe UpliftCapacity

(MT)

Safe LateralCapacity (MT)

500 115 30 3.5600 165 45 4.0750 260 70 5.0

Maximum total settlement of piles installed as described above will be less than 12mm.

Maximum Depth of fixity can be taken as 13.0D (D is pile diameter ) below pile cap or 1D in

bedrock whichever is less.



9

5.1 Foundation Protection

Results of chemical analysis on soil and groundwater samples are enclosed in the

Annexure. Results of the soil samples fall under Class 3 for sulphate and class 5 for chloride

concentration. Results of the water samples fall under Class 2 for sulphate and chloride

concentration (As per IS456 and as per CIRIA Sp. Publication No. 31). A ‘very severe’

Exposure Condition was assigned to this site. Therefore following precautions are

recommended to protect subsurface concrete and reinforcement.

Type of Cement: OPC or PPC

Minimum Grade of Reinforced Concrete: M35

Minimum Cement Content for piles: 400 kg/m 3

Maximum Water Cement Ratio: 0.40

Minimum Cover to Reinforcement: 75mm



10

6.0 METHODOLOGY OF INVESTIGATION

a) The sub-surface investigation was completed generally as per IS: 1892-1979. The

field investigation was carried out using rotary drilling machines. Casing was used to

support sides of borehole until sufficiently stiff strata was encountered.

b) Standard Penetration Tests (i.e. SPT) were carried out generally at an interval of

1.5m in the boreholes as per IS: 2131. Using this procedure, a 5cm outside

diameter split-barrel sampler is driven into the soil by a 63.50 kg. weight falling

75cm. After an initial set of 15cm, the number of blows required to drive the sampler

an additional 30, is known as the “penetration resistance” or “N value”. N values

obtained in field are shown on borehole logs enclosed in the Annexure.

c) In soil, drilling was progressed with Tungsten Carbide (T.C.) bit, while in rock it was

continued with diamond bit and double tube core barrel to obtain good quality rock

samples. In rock strata, length of rock core recovered from each run of drilling was

measured and recorded in the borelogs as percentage of Core Recovery (CR) and

Rock Quality Designation (RQD). Ratio of total length of rock pieces to the length

drilled expressed as percentage is known as Core Recovery. Ratio of total length of

rock pieces which are 100mm or longer to the total length drilled, expressed as

percentage is known as RQD. All core pieces obtained were serially numbered and

preserved in core boxes.



11

d) Laboratory tests were carried out on disturbed and UDS samples obtained from

boreholes. Laboratory tests were conducted as per relevant parts of IS:2720.

Laboratory tests on disturbed samples included grain size analysis and Atterberg

Limits. Additional laboratory tests consisting of unconfined compression tests and

triaxial tests were conducted on UDS samples. Laboratory tests on rock core

samples included unit weight, water absorption test, porosity, and Uniaxial

Compressive Strength.

Sincerely,

DBM GEOTECHNICS AND CONSTRUCTION PVT. LTD.

__________________________________Jaydeep WaghB.E., M.S., P.E. (Geotechnical)



12

REFERENCES

1) Foundation Analysis and Design, J.E. Bowles, McGraw Hill Publication, 5 th Edition, 1996.

2) Canadian Foundation Engineering Manual.

3) Pile Design and Construction Practice, M. J. Tomlinson, Viewpoint Publications, 1992.

4) IS6403-1981: Code of Practice for Design of Shallow Foundations on Soils.

5) Foundation Design Manual, N. V. Nayak, 5 th Edition, 1996

6) Bored Piling in Mumbai Region, K. R. Datye, IGC 1990.

7) IS14593: Design and Construction of Bored Cast-in-Situ Piles Founded On Rocks-Guidelines.



13

1. SAMPLE CALCULATION OF ALLOWABLE VERTICAL CAPACITY OF 600mm

DIA. PILES SOCKETED 1.5D BEDROCK : IS- 14593 Method

A) SKIN FRICTION CAPACITY IN BEDROCK:

Safe Skin Friction Capacity = Q sf = Q c x α x β x (πxDxL s ) [From Reference 7]Where ,Q c = uniaxial compressive strength of rock = 3790 T/m 2

α = Rock socket side resistance reduction factor = 0. 1 for Q c of 3790 T/m 2

β = Rock socket correction factor = 0.2D = Diameter of pile = 0.6mLs= Socket length into the rock = 0.9m

Q sf = (3790 x 0.1 x 0.2) x (3.142 x 0.6 x 0.9) = 128 MT

B) END BEARING CAPACITY IN BEDROCK:

Safe load carrying capacity = Q eb =Ap x q cxNØxN j (Reference 7)Where,Q c = uni-axial compressive strength of rock = 3790T/m2NØ= Depth factor = 0.8+0.2(l s /d) = 1.1 for 1.5D rock socketing bedrock

Ap= Area of pile toe = 0.282m 2

N j = 0.1 to 0.4 (adopted as 0.1 for weathered rock)Q eb = 3790 x 1.1 x 0.1 x 0.282 = 117 MT

THEREFORE, TOTAL PILE CAPACITY = 128 + 117 = 245 MTCorresponding to pressure in the pile shaft = 866 t/m 2

However, pressure in the pile shaft is restricted to 600 t/m 2

Therefore, Safe pile capacity = 600 t/m 2 x (C/s Area of Pile) = 169 MT

2. SAMPLE CALCULATION OF UPLIFT CAPACITY OF PILES SOCKETEDMINIMUM 1.0D INTO BEDROCK

Downward skin friction restricted to 60 t/m 2

Therefore allowable uplift capacity of pile= 2/3 rd of downward skin friction capacity

= 40 t/m 2

Therefore for 0.6m socketing = 3.1415x0.6x0.6x40= 45 MT



14

3. CALCULATION OF LATERAL CAPACITY OF PILE (1200mm Dia.)

Reference: Appendix-C (Revised) of IS 2911 (Part 1/Sec. 2) - 1979.

For soft clay As per Table 2 of Reference mentioned above,

Constant K 2 = 7.75 kg/cm 2

For long and flexible pile, depth of fixity ,

Where,

E = Modulus of Elasticity of pile material = 2.95 x 10 5 kg/cm 2 for concrete M35

I = Moment of Inertia = D4/64 cm 2 (D is pile diameter in cm)

Therefore,

4

45

75.764

1095.2

x

D x x R

R = 6.5 D (D is pile diameter in cm)

Unsupported length of pile, L 1 = 0.0cm

Therefore, L 1/R = 0.0

For fixed head pile and L 1/R = 0.0, L f /R = 2.2

Therefore, length of fixity,

Lf = 2.2 x R = 14.3 (where D is pile diameter in cm)

For fixed head pile, allowable lateral load, Q a corresponding to a deflection Y, 1% ofPile diameter as per IRC-78 = 1.2 cm,

Q a = 12 EIY/( L 1 + Lf )3 = (12 x 2.95 x 10 5 x D4 x 1.2)/[64x(14.3D) 3]

Q a = 71.3(D) kg. = 0.071D MT (where D is pile diameter in cm)

R EI

K 2

4



DBM

ANNEXUREANNEXUREANNEXUREANNEXURE



DBM

LOCATION PLANLOCATION PLANLOCATION PLANLOCATION PLAN



DBM

BORE HOLE LOGSBORE HOLE LOGSBORE HOLE LOGSBORE HOLE LOGS



ABBREVIATIONS :

1.00

0.50

S A M P L E & I N - S

I T U

S A M P L E T Y P E & N O

.

T C R ( % )

R Q D ( % )

C L A Y %

DESCRIPTION

F I E L D T E S T R E S U L T

1.50

2.00

3.50

3.00

2.50

4.50

5.50

5.00

4.00

7.00

6.50

6.00

9.00

8.50

8.00

7.50

10.00

9.50

T E S T D E P T H ( m )

( S P T ' N ' )

S I L T %

S A N D %

G R A V E L S %

N M C

L L %

P L A S T I C I T Y I N D E X

LABORATORY DATA

CONSISTENCY LIMIT

ROTARY DRILLING

150mm Ø Upto 1.50m & NX Ø Upto 5.20m BGL.

1 OF 1:SHEET NO.BH-01:BORE HOLE NO.

0.55m Below GL2.723m

:

:

:

:

LOCATION

CO-ORDINATES

GROUND W. T.GROUND R. L.

:

:

:

DATE

CASINGMETHOD

L O G

D I A O F B O R E H O L E

D E P T H B E L O W

B G L

( m )

P L %

Ø ( d e g r e e s )

FIELD DATA

DBM GEOTECHNICS AND CONSTRUCTIONS PVT. LTD. MUMBAI.

BOREHOLE IS TERMINATED AT DEPTH 9.30m. BELOW GL.REMARKS :

DS DISTURBED SAMPLE

N : SPT VALUESPT STD. PENETRATION TEST:

CR CORE RECOVERY (%)RQD ROCK QUALITY DESIGNATION (%):

: R

NMC : NATURAL MOISTURE CONTENTLL (%) : LIQUID LIMIT

PL(%) PLASTIC LIMIT: Ø : ANGLE OF INTERNAL FRICTIONUC : UNCONFINED COMPRESSION TESTCu

: REFUSAL 'N' VALUE: COHESION

Checked By :Prajit Nagrale

Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS

:TCR TOTAL CORE RECOVERY (%):

UDS UNDISTURBED SOIL SAMPLE:PLI : POINT LOAD INDEXUCS : UNIAXIAL COMPRESSIVE STRENGTH

C L A S S I F I C A T I O N

C u / ( k g / c m

² ) /

U C S ( k g / c m ² )

P L I ( k g / c m ² )

3.00/

VIZAG AGRIPORT PVT.LTD.

Geotechnical Investigation Work for the Proposed Installation of Mechanical Handling Facilities at East Quay-7 (EQ-7)

CLIENT :

PROJECT :

6.00/

9.30m Below GL.:BOREHOLE DEPTH

9.00

Highly weathered

Fill

09/06/2012 TO 11/06/2012

0.00

Soft grey,marine CLAY

(Reddish silty SAND)

fine grained, greyish

1.50/2.10 SPT1 03/02/02/02(04)

3.50 UDS1

4.50/5.10

SPT201/01/02/02

(03)

6.23SPT3

11/52/--(R)

7.50

8.50

9.30

Soft CLAY withROCK fragments

pink KHONDALITE

150mmØ

NX

0.50

DS1

Soft grey,marine CLAY,with gravels

Moderately weathered,greyish pink,KHONDALITE

Stackyard Area

R . L .

( m )

Berth in the inner harbour of Visakhapatnam Port Trust.

--00 09CH 34 57 79 33 46

--12 27CI 25 36 47 22 25

73.2802 21CH 32 45 98 37 61 0.113.89

--

--

N 1960170.557, E 742490.025



ABBREVIATIONS :

1.00

0.50


I T U


.

T C R ( % )

R Q D ( % )

C L A Y %

DESCRIPTION


1.50

2.00

3.50

3.00

2.50

4.50

5.50

5.00

4.00

7.00

6.50

6.00

9.00

8.50

8.00

7.50

10.00

9.50


( S P T ' N ' )

S I L T %

S A N D %

G R A V E L S %

N M C

L L %


LABORATORY DATA

CONSISTENCY LIMIT

ROTARY DRILLING



Stackyard AreaN 1960178.833, E 742548.89

1.05m Below GL

2.716m

:

:

:

:

LOCATION

CO-ORDINATES


:

:

:

DATE

CASING

METHOD

L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA



DS DISTURBED SAMPLE



: R





Drawn By:Mithun

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




C u / ( k g / c m

² ) /

U C S ( k g / c m ² )

P L I ( k g / c m ² )

3.00/

6.00/

10.00m Below GL:BOREHOLE DEPTH

9.00

Slightly weathered,

09/06/2012 TO 11/06/2012

0.00

Soft greyish,marine CLAY

greyish pink

1.50/2.10 SPT1 07/07/05/05

(12)

3.50 UDS1

4.50/5.10

SPT201/02/02/02

(04)

6.30

SPT316/52/--

(R)

7.50

10.00

KHONDALITE

150mmØ

Highly weathered,greyish pink,KHONDALITE

Blackish brown,silty SAND with gravels

0.50 DS1

R . L .

( m )



CLIENT :

PROJECT :Berth in the inner harbour of Visakhapatnam Port Trust.

NX

Fill

(Brownish silty SANDwith boulders)

-- -- --23 47 30SM -- --

Medium dense,

Greyish clayey,SAND with gravels

38.1811 49SC 20 20 36 22 14 0.0823.98

--00 15CH 34 51 81 30 51 --

379

98.39



ABBREVIATIONS :

1.00

0.50


I T U


.

T C R ( % )

R Q D ( % )

C L A Y %

DESCRIPTION


1.50

2.00

3.50

3.00

2.50

4.50

5.50

5.00

4.00

7.00

6.50

6.00

9.00

8.50

8.00

7.50

10.00

9.50


( S P T ' N ' )

S I L T %

S A N D %

G R A V E L S %

N M C

L L %


LABORATORY DATA

CONSISTENCY LIMIT

ROTARY DRILLING



Stackyard Area

N 1960191.293, E 742621.645

1.15m Below GL

:

:

:

:

LOCATION

CO-ORDINATES


:

::

DATE

CASING

METHOD

L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA


CONTINUED ON NEXT PAGEREMARKS :

DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




C u / ( k g / c m

² ) /

U C S ( k g / c m ² )

P L I ( k g / c m ² )

3.00/

6.00/


9.20

09/06/2012 TO 11/06/2012

1.50/2.10 SPT1 04/06/06/08

(12)

3.60

4.50/5.00

6.60

SPT47.50

150mmØ

NX

Soft grey,marine CLAY.

0.00/0.50

DS1

SPT201/02/02/02

(04)

8.10 02/04/06/21(10)

UDS1

Fill(Reddish silty SAND

with boulders)

2.961m

SPT302/02/02/03

(04)

8.20



CLIENT :


R . L .

( m )

Stiff greyish brown,marine CLAY

Moderately weathered,greyish pink,

KHONDALITEfine grained,

77.7900 01CH 32 67 122 40 82 0.084.36

--00 08CH 29 63 76 33 43 --

--01 11CH 28 60 71 28 43 --

703



ABBREVIATIONS :

11.00

10.50

S A M P L E &

I N - S

I T U


.

T C R ( % )

R Q D ( % )

R . L .

( m ) DESCRIPTION


11.50

12.00

13.50

13.00

12.50

14.50

15.50

15.00

14.00

17.00

16.50

16.00

19.00

18.50

18.00

17.50

20.00

19.50

T E S T D E P

T H ( m )

( S P T ' N ' )

N M C

L L %


C u / ( k g / c m )

/

U C S ( k g / c m )

LABORATORY DATA

2 2

CONSISTENCY LIMIT


L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA



DS DISTURBED SAMPLE



: R




Checked By :Mr. Prajit N.

Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




P L I ( k g / c m ) 2

C L A Y %

S A N D %

G R A V E L S %

S I L T %



CLIENT :



KHONDALITEfine grained,

NX



ABBREVIATIONS :

1.00

0.50


I T U


.

T C R ( % )

R Q D ( % )

C L A Y %

DESCRIPTION


1.50

2.00

3.50

3.00

2.50

4.50

5.50

5.00

4.00

7.00

6.50

6.00

9.00

8.50

8.00

7.50

10.00

9.50


( S P T ' N ' )

S I L T %

S A N D %

G R A V E L S %

N M C

L L %


LABORATORY DATA

CONSISTENCY LIMIT

ROTARY DRILLING



Stackyard Area

N 1960204.398, E 742692.798


:

:

:

:

LOCATION

CO-ORDINATES

GROUND W. T.

GROUND R. L.

:

:

:

DATE

CASING

METHOD

L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA

DBM GEOTECHNICS A ND CONSTRUCTIONS PVT. LTD. MUMBAI.


DS DISTURBED SAMPLE



: R





Drawn By:Mithun

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




C u / ( k g / c m

² ) /

U C S ( k g / c m ² )

P L I ( k g / c m ² )

3.00/

6.00/

9.20m Below GL:BOREHOLE DEPTH

9.20

09/06/2012 TO 11/06/2012

Grey marine CLAY

1.50/2.10 SPT1 05/07/07/08(14)

3.60

UDS14.50/5.00

6.18 SPT312/52/--

(R)

7.70

150mmØ

Fresh, greyish pink,fine grained,KHONDALITE

Medium dense,brownish grey,silty SAND

0.00/0.50

DS1

SPT203/03/03/03

(06)

6.20

with gravels

blackish grey,marine CLAY


Geotechnical Invest igation Work for the Proposed Installat ion of Mechanical Handling Facilities at East Quay-7 (EQ-7)

CLIENT :


R . L .

( m )

NX

Fill

(Reddish silty SAND)with gravels)

Medium stiff,

703

85.7001 02CH 32 65 124 41 83 0.044.0

--15 33CI 25 27 44 21 23 --

--00 13CH 29 58 75 31 44 --



ABBREVIATIONS :

1.00

0.50


I T U


.

T C R ( % )

R Q D ( % )

C L A Y %

DESCRIPTION


1.50

2.00

3.50

3.00

2.50

4.50

5.50

5.00

4.00

7.00

6.50

6.00

9.00

8.50

8.00

7.50

10.00

9.50


( S P T ' N ' )

S I L T %

S A N D %

G R A V E L S %

N M C

L L %


LABORATORY DATA

CONSISTENCY LIMIT

ROTARY DRILLING



Stackyard Area

N 1960226.557, E 742786.083

0.95m Below GL

:

:

:

:

LOCATIONCO-ORDINATES

GROUND W. T.

GROUND R. L.

:

:

:

DATE

CASING

METHOD

L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA


BOREHOLE NO:5 IS TERMINATED AT DEPTH OF 9.70m. BELOW GL.REMARKS :

DS DISTURBED SAMPLE



: R



: REFUS AL 'N' VALUE: COHESION


Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




C u / ( k g / c m

² ) /

U C S ( k g / c m ² )

P L I ( k g / c m ² )

3.00/

6.00/


8.70

12/06/2012 TO 14/06/2012

marine 'CLAY' withwith sea-shells.

1.50/2.10 SPT1 04/09/06/06(15)

3.60

4.50/5.10

6.50

52/--/--(R)

7.70

150mmØ

NX

Highly weathered,brownish grey,

Medium dense,brownish grey,silty SAND

0.00/0.50

DS1

SPT205/07/05/06

(12)

with gravels

9.70

Greyish pink highlyweatheredKHONDALITE.

KHONDALITE.fine grained,

SPT302/02/02/02

(04)

UDS1

6.70/6.73

SPT4

Soft grey,

3.172m



CLIENT :


R . L .

( m )

--40 52SP -- -- -- --

--02 12 34 52 82 29 51 --

59.3600 12CH 27 61 97 33 64 0.194.12

578

08

(Brownish silty SANDwith gravels & boulders)

SM

CH

Fill



ABBREVIATIONS :

1.00

0.50


I T U


.

T C R ( % )

R Q D ( % )

C L A Y %

DESCRIPTION


1.50

2.00

3.50

3.00

2.50

4.50

5.50

5.00

4.00

7.00

6.50

6.00

9.00

8.50

8.00

7.50

10.00

9.50


( S P T ' N ' )

S I L T %

S A N D %

G R A V E L S %

N M C

L L %


LABORATORY DATA

CONSISTENCY LIMIT

ROTARY DRILLING

150mm Ø Upto 2.10m & NX Ø Upto10.50m BGL.



0.70m Below GL

:

:

:

:



:::

DATE

CASING

METHOD

L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA



DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




C u / ( k g / c m

² ) /

U C S ( k g / c m ² )

P L I ( k g / c m ² )

3.00/

6.00/


9.00/

14/06/2012 TO 15/06/2012

1.50/2.10 SPT1 03/07/52/--(R)

3.60

SPT3

4.50/

6.60

UDS27.50/

150mmØ


0.00/0.50

DS1

SPT201/02/01/02

(03)

9.60

8.00

01/02/02/02(04)

02/02/03/04(05)SPT4

UDS1

2.506m



CLIENT :


R . L .

( m )

Fill

(Reddish silty SANDwith gravels & boulders)

Medium stiff greyish,marine CLAY.

--00 19CI 39 42 48 22 26

71.2600 10CH 26 64 111 34 77 0.132.86

68.1302 17CH 31 50 105 35 70 0.124.57

--

5.00



ABBREVIATIONS :

11.00

10.50


I T U


.

T C R ( % )

R Q D ( % )

R . L .

( m )

DESCRIPTION

F I E L D T E S T

R E S U L T

11.50

12.00

13.50

13.00

12.50

14.50

15.50

15.00

14.00

17.00

16.50

16.00

19.00

18.50

18.00

17.50

20.00

19.50


( S P T ' N ' )

N M C

L L %

P L A S T I C I T Y I N D

E X

C u / ( k g / c m )

/

U C S ( k g / c m )

LABORATORY DATA

2 2

CONSISTENCY LIMIT


L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA



DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




P L I ( k g / c m ) 2

C L A Y %

S A N D %

G R A V E L S %

S I L T %


10.50/11.10 09/14/18/22

(32)SPT5

13.50

14.50

12.10

Loose,greyish,cleyeySAND with gravels



CLIENT :


11.10

150mmØ

NX

23.66

--14 39SC 20 27 36 20 16 --

Medium stiff greyish,marine CLAY.



ABBREVIATIONS :

11.00

10.50

S A M P L E &

I N - S

I T U


.

T C R ( % )

R Q D ( % )

R . L .

( m ) DESCRIPTION


11.50

12.00

13.50

13.00

12.50

14.50

15.50

15.00

14.00

17.00

16.50

16.00

19.00

18.50

18.00

17.50

20.00

19.50


( S P T ' N ' )

N M C

L L %


C u / ( k g / c m

) /

U C S ( k g / c m )

LABORATORY DATA

2 2

CONSISTENCY LIMIT


L O G

D I A O F B O

R E H O L E

D E P T H B E

L O W

B G L

( m

)

P L %


FIELD DATA



DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




P L I ( k g / c m ) 2

C L A Y %

S A N D %

G R A V E L S

%

S I L T %



CLIENT :


NX

Highly weathered,greyish pink,fine grained,KHONDALITE

Moderately weathered,greyish pink,fine grained,

KHONDALITE



ABBREVIATIONS :

1.00

0.50


I T U


.

T C R ( % )

R Q D ( % )

C L A Y %

DESCRIPTION


1.50

2.00

3.50

3.00

2.50

4.50

5.50

5.00

4.00

7.00

6.50

6.00

9.00

8.50

8.00

7.50

10.00

9.50


( S P T ' N ' )

S I L T %

S A N D %

G R A V E L S %

N M C

L L %


LABORATORY DATACONSISTENCY LIMIT

ROTARY DRILLING



N 1960217.195, E 742837.117

2.20m Below GL

:

:

:

:

LOCATION

CO-ORDINATES

GROUND W. T.

GROUND R. L.

:

:

:

DATE

CASING

METHOD

L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA



DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




C u / ( k g / c m

² ) /

U C S ( k g / c m ² )

P L I ( k g / c m ² )

3.00/

6.00/


9.00

(Blackish back filling

22/06/2012 TO 24/06/2012

materials

1.50/2.10 SPT1 03/04/04/05

(08)

3.60

UDS14.50/5.10

6.60

SPT47.50

150mmØ

Soft to medium stiff,marine CLAY

with Boulders)

0.00/0.50

DS1

SPT201/02/02/02

(04)

9.60

8.10

02/02/03/03(05)

02/03/03/04(06)

02/03/04/04(07)SPT5

SPT3

Loose greyish,silty SAND

2.854m

4.00/ VST1


Geotechnical Invest igation Work for the P roposed Installation of Mechanical Handling Facilities at East Quay-7 (EQ-7)

CLIENT :


R . L .

( m )

Fill

--00 18CH 32 50 69 30 39 --

--00 12CH 30 58 72 29 43 --

--23 50SM -- -- -- --27

Stackyard Area



ABBREVIATIONS :

11.00

10.50

S A M P L E &

I N - S

I T U


.

T C R ( % )

R Q D ( % )

R . L .

( m ) DESCRIPTION


11.50

12.00

13.50

13.00

12.50

14.50

15.50

15.00

14.00

17.00

16.50

16.00

19.00

18.50

18.00

17.50

20.00

19.50


( S P T ' N ' )

N M C

L L %


C u / ( k g / c m

) /

U C S ( k g / c m )

LABORATORY DATA

2 2

CONSISTENCY LIMIT


L O G

D I A O F B O

R E H O L E

D E P T H B E L O W

B G L

( m

)

P L %


FIELD DATA

DBM GEOTECHNICS A ND CONSTRUCTIONS PVT. LTD. MUMBAI.


DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS



C L A S S I F I C

A T I O N

P L I ( k g / c m ) 2

C L A Y %

S A N D %

G R A V E L S %

S I L T %

16/52(R)

SPT6

Geotechnical Invest igation Work for the P roposed Installation of Mechanical Handling Facilities at East Quay-7 (EQ-7)

CLIENT :



150mmØ


NX



ABBREVIATIONS :

1.00

0.50


I T U


.

T C R ( % )

R Q D ( % )

C L A Y %

DESCRIPTION


1.50

2.00

3.50

3.00

2.50

4.50

5.50

5.00

4.00

7.00

6.50

6.00

9.00

8.50

8.00

7.50

10.00

9.50


( S P T ' N ' )

S I L T %

S A N D %

G R A V E L S %

N M C

L L %


LABORATORY DATA

CONSISTENCY LIMIT

ROTARY DRILLING



Stackyard Area

N 1960092.395, E 742631.144

0.95m Below GL

:

:

:

:

LOCATION

CO-ORDINATES

GROUND W. T.

GROUND R. L.

:

:

:

DATE

CASING

METHOD

L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA



DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




C u / ( k g / c m

² ) /

U C S ( k g / c m ² )

P L I ( k g / c m ² )

3.00/

6.00/


9.00/

12/06/2012 TO 15/06/2012

1.50/2.10 SPT1 03/05/06/06(11)

3.60

UDS14.50/5.00

6.50

SPT47.50/

150mmØ


0.00/0.50

DS1

SPT201/02/02/03

(04)

9.50

8.10

02/02/03/03(05)

02/03/03/04(06)

UDS2

SPT3

2.801m

Medium densebrownish grey,silty SAND with gravels

Geotechnical Invest igation Work for the Proposed Installation of Mechanical Handling Facilities at East Quay-7 (EQ-7)

CLIENT :



Fill

(Reddish silty SAND)with gravels & boulders)

R . L .

( m )

Medium stiff grey,marine CLAY.

77.3501 05CH 30 65 116 43 73 0.114.11

--00 09CH 29 62 93 38 55 --

90.0300 14CH 25 61 101 41 60

--00 04CH 30 66 75 33 42 --

--



ABBREVIATIONS :

11.00

10.50

S A M P L E &

I N - S

I T U

S A M P L E T Y

P E & N O

.

T C R ( % )

R Q D ( % )

R . L .

( m ) DESCRIPTION


11.50

12.00

13.50

13.00

12.50

14.50

15.50

15.00

14.00

17.00

16.50

16.00

19.00

18.50

18.00

17.50

20.00

19.50

T E S T D E P

T H ( m )

( S P T ' N ' )

N M C

L L %


C u / ( k g / c m

) /

U C S ( k g / c m )

LABORATORY DATA

2 2

CONSISTENCY LIMIT


L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA



DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




P L I ( k g / c m ) 2

C L A Y %

S A N D %

G R A V E L S %

S I L T %

Moderately weathered,greyish pink,KHONDALITE

Soft greyish brown,

SPT510.50/11.10 01/01/02/02

(03)

SPT612.00/12.28 14/52/--/--

(R)

150mmØ

14.50

13.50


CLIENT :



NX12.28

marine CLAY

Moderately weathered,brownish pink,fine grained,KHONDALITE

66.65



ABBREVIATIONS :

1.00

0.50


I T U


.

T C R ( % )

R Q D ( % )

C L A Y %

DESCRIPTION


1.50

2.00

3.50

3.00

2.50

4.50

5.50

5.00

4.00

7.00

6.50

6.00

9.00

8.50

8.00

7.50

10.00

9.50


( S P T ' N ' )

S I L T %

S A N D %

G R A V E L S %

N M C

L L %


LABORATORY DATA

CONSISTENCY LIMIT

ROTARY DRILLING



N 1960123.496, E 742735.68

0.80m Below GL

:

:

:

:

LOCATION

CO-ORDINATES

GROUND W. T.

GROUND R. L.

:

:

:

DATE

CASING

METHOD

L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA



DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




C u / ( k g / c m

² ) /

U C S ( k g / c m ² )

P L I ( k g / c m ² )

3.00/

6.00/


9.00/

Blackish brown color

22/06/2012 TO 24/06/2012

1.50/2.10 SPT1 07/08/10/08(18)

3.60

UDS1

4.50/5.10

6.50

SPT47.50/

150mmØ

Medium stiff greyish,marine CLAY

with Boulders.

0.00/0.50

DS1

SPT201/02/02/02

(04)

9.60

8.10

01/02/03/04(05)

02/02/03/03(05)

02/04/04/08(08)SPT5

SPT3

2.455m

4.00/

7.00

VST1

VST2

back fil ling materials


CLIENT :



R . L .

( m )

Fill(Reddish silty SAND)

--02 36CH 25 36 65 24 41 --

--01 30CH 29 40 63 26 37 --

--01 22CH 31 46 66 27 39 --

Stackyard Area



ABBREVIATIONS :

11.00

10.50


I T U


.

T C R ( % )

R Q D ( % )

R . L .

( m )

DESCRIPTION

F I E L D T E S T

R E S U L T

11.50

12.00

13.50

13.00

12.50

14.50

15.50

15.00

14.00

17.00

16.50

16.00

19.00

18.50

18.00

17.50

20.00

19.50


( S P T ' N ' )

N M C

L L %


C u / ( k g / c m )

/

U C S ( k g / c m )

LABORATORY DATA

2 2

CONSISTENCY LIMIT


L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA



DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




P L I ( k g / c m ) 2

C L A Y %

S A N D %

G R A V E L S %

S I L T %

Moderately weathered,grayish pink,KHONDALITE

Highly weathered,brown yellow,KHONDALITE

SPT6 52/--/--/--(R)


CLIENT :



150mmØ 10.50/

10.60

12.10

13.60



ABBREVIATIONS :

1.00

0.50


I T U


.

T C R ( % )

R Q D ( % )

C L A Y %

DESCRIPTION


1.50

2.00

3.50

3.00

2.50

4.50

5.50

5.00

4.00

7.00

6.50

6.00

9.00

8.50

8.00

7.50

10.00

9.50


( S P T ' N ' )

S I L T %

S A N D %

G R A V E L S %

N M C

L L %


LABORATORY DATA

CONSISTENCY LIMIT

ROTARY DRILLING



N 1960128.703, E 742814.601

1.05m Below GL

:

:

:

:

LOCATION

CO-ORDINATES


:

:

:

DATE

CASING

METHOD

L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA



DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




C u / ( k g / c m

² ) /

U C S ( k g / c m ² )

P L I ( k g / c m ² )

3.00/

6.00/


9.00/

(Brown back filling

19/06/2012 TO 22/06/2012

silty SAND

1.50/2.10 SPT1 03/05/07/08(12)

3.60

UDS14.50/5.00

6.60

SPT47.50/

150mmØ

Soft to medium stiff,

marine CLAY

with Boulders)

0.00/0.50

DS1

SPT201/02/02/02

(04)

9.60

8.10

01/02/03/03(05)

02/03/03/03(06)

02/03/03/04(06)SPT5

SPT3

2.957m


CLIENT :



R . L .

( m )

Fill

--03 22CH 30 49 68 29 39 --

--09 14CH 29 48 70 30 40 --

Stackyard Area



ABBREVIATIONS :

11.00

10.50


I T U


.

T C R ( % )

R Q D ( % )

R . L .

( m )

DESCRIPTION

F I E L D T E S T

R E S U L T

11.50

12.00

13.50

13.00

12.50

14.50

15.50

15.00

14.00

17.00

16.50

16.00

19.00

18.50

18.00

17.50

20.00

19.50


( S P T ' N ' )

N M C

L L %


C u / ( k g / c m )

/

U C S ( k g / c m )

LABORATORY DATA

2 2

CONSISTENCY LIMIT


L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA



DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




P L I ( k g / c m ) 2


C L A Y %

S A N D %

G R A V E L S %

S I L T %

Completely weathered,pink KHONDALITE

KHONDALITE

Highly weathered ,

Medium stiff greyish, marine CLAYwith sea-shells.

10.5011.10

12.0012.60

13.0013.10

13.60

14.6014.70

15.6015.68

16.6816.80

17.80

18.80

19.80

51/--/--/--(R)

51/--/--/--(R)

52/--/--/--(R)

52/--/--/--(R)

SPT6

SPT7

SPT8

SPT9

SPT10

SPT11

02/02/04/06(06)

04/07/11/13(18)

greyish pink,


CLIENT :


150mmØ

NX

KHONDALITE

Highly weathered ,greyish pink,



ABBREVIATIONS :

1.00

0.50


I T U


.

T C R ( % )

R Q D ( % )

C L A Y %

DESCRIPTION


1.50

2.00

3.50

3.00

2.50

4.50

5.50

5.00

4.00

7.00

6.50

6.00

9.00

8.50

8.00

7.50

10.00

9.50


( S P T ' N ' )

S I L T %

S A N D %

G R A V E L S %

N M C

L L %


LABORATORY DATA

CONSISTENCY LIMIT

ROTARY DRILLING




1.80m Below GL

:

:

:

:



::

:

DATE

CASING

METHOD

L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA



DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




C u / ( k g / c m

² ) /

U C S ( k g / c m ² )

P L I ( k g / c m ² )

3.00/

6.00/


9.00/

16/06/2012 TO 19/06/2012

1.502.10 SPT1 06/08/10/12(18)

3.60

4.50/5.00

6.60

SPT47.50/

150mmØ


0.00/0.50

DS1

SPT201/02/02/02

(04)

9.50

8.10

01/01/02/02(03)

01/02/02/02(04)

UDS2

2.752m

UDS1

SPT3


CLIENT :



R . L .

( m )


Fill

Medium dense,reddish,siltySAND with gravels

--00 24 21 55 64 28 36CH

80.3700 21 25 54 110 40 70CH 0.093.71

71.9600 05 28 67 116 43 73CH 0.104.57

--



ABBREVIATIONS :

11.00

10.50


I T U


.

T C R ( % )

R Q D ( % )

R . L .

( m )

DESCRIPTION


11.50

12.00

13.50

13.00

12.50

14.50

15.50

15.00

14.00

17.00

16.50

16.00

19.00

18.50

18.00

17.50

20.00

19.50


( S P T ' N ' )

N M C

L L %


C u / ( k g / c m

) /

U C S ( k g / c m )

LABORATORY DATA

2 2

CONSISTENCY LIMIT


L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA



DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS



13.50/


P L I ( k g / c m ) 2

C L A Y %

S A N D %

G R A V E L S %

S I L T %

Medium dense,grey clayey,SAND

14.10

15.00

16.65

17.40

15.13

18.15

Highly weathered,grayish pink,KHONDALITE

SPT5

SPT6

SPT7 02/04/05/07(09)

01/01/02/02(03)

01/01/02/02(03)


CLIENT :



12.00/

12.60

10.50/

11.10

SPT7 02/04/05/07(09)

SPT8 52/--/--/--(R)

48.01

--01 55 20 24 44 21 23 --SC

150mmØ




ABBREVIATIONS :

1.00

0.50


I T U


.

T C R ( % )

R Q D ( % )

C L A Y %

DESCRIPTION


1.50

2.00

3.50

3.00

2.50

4.50

5.50

5.00

4.00

7.00

6.50

6.00

9.00

8.50

8.00

7.50

10.00

9.50


( S P T ' N ' )

S I L T %

S A N D %

G R A V E L S %

N M C

L L %


LABORATORY DATA

CONSISTENCY LIMIT

ROTARY DRILLING



Stackyard Area

N 1960068.066, E 742850.323

0.50m Below GL

:

:

:

:

LOCATION

CO-ORDINATES

GROUND W. T.

GROUND R. L.

:

:

:

DATE

CASING

METHOD

L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA



DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




C u / ( k g / c m

² ) /

U C S ( k g / c m ² )

P L I ( k g / c m ² )

3.00/

6.00/


9.00/

16/06/2012 TO 18/06/2012

1.50/2.10

SPT106/06/05/07

(11)

3.60

4.50/5.00

6.60

SPT47.50/

150mmØ

Soft to medium stiff,grey,marine CLAY.

0.000.50

DS1

SPT201/02/03/04

(05)

9.60

8.10

03/03/05/06(08)

02/02/02/03(04)

SPT5

Stiff blackish grey,marine CLAY.

2.922m

UDS1

SPT3

02/03/03/03(06)


CLIENT :



R . L .

( m )


Fill

--01 12 30 57 61 27 34CH

50.9201 19 29 51 84 35 49CH 0.224.34

--

--00 12 32 56 63 22 41CH --



ABBREVIATIONS :

11.00

10.50


I T U


.

T C R ( % )

R Q D ( % )

R . L .

( m )

DESCRIPTION

F I E L D T E S T

R E S U L T

11.50

12.00

13.50

13.00

12.50

14.50

15.50

15.00

14.00

17.00

16.50

16.00

19.00

18.50

18.00

17.50

20.00

19.50


( S P T ' N ' )

N M C

L L %


C u / ( k g / c m )

/

U C S ( k g / c m )

LABORATORY DATA

2 2

CONSISTENCY LIMIT


L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA



DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS



12.85


P L I ( k g / c m ) 2

C L A Y %

S A N D %

G R A V E L S %

S I L T %

KHONDALITE

fine grained,

SPT6

13.85

14.85

KHONDALITE

14/32/52(R)


CLIENT :



10.50/10.85

11.85

150mmØ

Highly weathered,greyish pink,

Highly Weathered,brownish grey,

35.54

Soft to medium stiff,grey,marine CLAY.



ABBREVIATIONS :

1.00

0.50


I T U


.

T C R ( % )

R Q D ( % )

C L A Y %

DESCRIPTION


1.50

2.00

3.50

3.00

2.50

4.50

5.50

5.00

4.00

7.00

6.50

6.00

9.00

8.50

8.00

7.50

10.00

9.50


( S P T ' N ' )

S I L T %

S A N D %

G R A V E L S %

N M C

L L %


LABORATORY DATA

CONSISTENCY LIMIT

ROTARY DRILLING


1 OF 2:SHEET NO.BH- 20:BORE HOLE NO.

N 1960061.146, E 742946.34

1.80m Below GL

:

:

:

:


GROUND W. T.

GROUND R. L.

:::

DATE

CASING

METHOD

L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA



DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




C u / ( k g / c m

² ) /

U C S ( k g / c m ² )

P L I ( k g / c m ² )

3.00/

6.00/


9.00/

(Blackish back filling

23/06/2012 TO 25/06/2012

materials with Boulders)

1.50/2.10 SPT1 05/08/09/12(17)

3.60

UDS14.50/5.00

6.50

SPT47.50/

150mmØ

0.00/0.50

DS1

SPT202/02/03/03

(05)

9.60

8.10

02/03/03/04(06)

02/03/04/04(07)

02/03/03/04(06)SPT5

SPT3


3.304m

4.00 VST1


CLIENT :



R . L .

( m )

Fill

--00 15 35 50 73 33 40CH --

--00 04 40 96 76 35 41CH --

Stackyard Area

Very stiff greyish,marine CLAY



ABBREVIATIONS :

11.00

10.50


I T U


.

T C R ( % )

R Q D ( % )

R . L .

( m )

DESCRIPTION

F I E L D T E S T

R E S U L T

11.50

12.00

13.50

13.00

12.50

14.50

15.50

15.00

14.00

17.00

16.50

16.00

19.00

18.50

18.00

17.50

20.00

19.50


( S P T ' N ' )

N M C

L L %


C u / ( k g / c m )

/

U C S ( k g / c m )

LABORATORY DATA

2 2

CONSISTENCY LIMIT


L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA



DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS



13.08


P L I ( k g / c m ) 2

C L A Y %

S A N D %

G R A V E L S %

S I L T %

pinkish grey,Highly weathered,


CLIENT :



10.00/10.08

11.58KHONDALITE

pinkish grey,Moderately weathered,

KHONDALITE

52/--/--(R)SPT6



ABBREVIATIONS :

1.00

0.50


I T U


.

T C R ( % )

R Q D ( % )

C L A Y %

DESCRIPTION


1.50

2.00

3.50

3.00

2.50

4.50

5.50

5.00

4.00

7.00

6.50

6.00

9.00

8.50

8.00

7.50

10.00

9.50


( S P T ' N ' )

S I L T %

S A N D %

G R A V E L S %

N M C

L L %


LABORATORY DATA

CONSISTENCY LIMIT

ROTARY DRILLING



Stackyard Area

N 1959993.045, E 742856.859

0.70m Below GL

:

:

:

:


GROUND W. T.

GROUND R. L.

:

::

DATE

CASINGMETHOD

L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA



DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




C u / ( k g / c m

² ) /

U C S ( k g / c m ² )

P L I ( k g / c m ² )

3.00/

6.00/


9.00/

13/06/2012 TO 16/06/2012

1.50/2.10 SPT1 05/07/03/05(10)

3.60

4.50/5.00

6.60

SPT47.50/

150mmØ

0.00/0.50

DS1

SPT201/02/02/03

(04)

9.60

8.10 02/02/03/03(05)

01/02/02/02(04)SPT5

UDS1

2.739m


SPT302/03/06/08

(09)

Medium dense,brownish red,silty SAND with gravels



CLIENT :


R . L .

( m )

Fill

(Reddish silty SAND)with gravels & boulders)


Stiff grey,marine CLAY.

61.7300 03CH 35 62 93 36 57 0.173.2

--00 38CH 23 39 53 26 27 --

--00 11CH 32 57 87 32 55 --



ABBREVIATIONS :

11.00

10.50


I T U


.

T C R ( % )

R Q D ( % )

R . L .

( m ) DESCRIPTION

F I E L D T E S T

R E S U L T

11.50

12.00

13.50

13.00

12.50

14.50

15.50

15.00

14.00

17.00

16.50

16.00

19.00

18.50

18.00

17.50

20.00

19.50

T E S T D E P

T H ( m )

( S P T ' N ' )

N M C

L L %


C u / ( k g / c m )

/

U C S ( k g / c m )

LABORATORY DATA

2 2

CONSISTENCY LIMIT


L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA



DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




P L I ( k g / c m ) 2

C L A Y %

S A N D %

G R A V E L S %

S I L T %

38/52/--/--(R)

10.50/11.00

12.00/12.60

13.50/13.67


UDS2

SPT6 01/02/02/03(04)

SPT7

52/--/--/--

(R)15.00/

15.05

SPT8

16.50

17.50



CLIENT :


NX

Completely weathered,greyish pink,KHONDALITE

Highly weathered,greyish pink,fine grained,KHONDALITE

150mmØ



ABBREVIATIONS :

1.00

0.50


I T U


.

T C R ( % )

R Q D ( % )

C L A Y %

DESCRIPTION


1.50

2.00

3.50

3.00

2.50

4.50

5.50

5.00

4.00

7.00

6.50

6.00

9.00

8.50

8.00

7.50

10.00

9.50


( S P T ' N ' )

S I L T %

S A N D %

G R A V E L S %

N M C

L L %


LABORATORY DATA

CONSISTENCY LIMIT

ROTARY DRILLING



Stackyard Area

N 1960009.016, E 742957.088

2.60m Below GL

:

:

:

:

LOCATION

CO-ORDINATES

GROUND W. T.

GROUND R. L.

:

:

:

DATE

CASING

METHOD

L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA



DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




C u / ( k g / c m

² ) /

U C S ( k g / c m ² )

P L I ( k g / c m ² )

3.00/

6.00/


9.00/

17/06/2012 TO 20/06/2012

1.50/2.10 SPT1 05/07/04/09(11)

3.60

UDS1

4.50/5.10

6.50

SPT47.50/

150mmØ

Soft grey ,marine CLAY.

0.00/0.50

DS1

SPT202/01/01/02

(02)

9.60

8.10

02/02/02/03(04)

01/01/02/02(03)

02/02/03/04(05)SPT5

SPT3

4.01m

Loose grey,silty SANDwith grevels



CLIENT :


R . L .

( m )

Fill

(Blackish silty SAND)with gravels & boulders)

Medium dense,blackish,silty SANDwith gravels

55.1603 17CH 31 49 67 29 38 0.213.66

--22 43SM -- -- -- --35



ABBREVIATIONS :

11.00

10.50


I T U


.

T C R ( % )

R Q D ( % )

R . L .

( m )

DESCRIPTION

F I E L D T E S T

R E S U L T

11.50

12.00

13.50

13.00

12.50

14.50

15.50

15.00

14.00

17.00

16.50

16.00

19.00

18.50

18.00

17.50

20.00

19.50


( S P T ' N ' )

N M C

L L %


E X

C u / ( k g / c m )

/

U C S ( k g / c m )

LABORATORY DATA

2 2

CONSISTENCY LIMIT


L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA



DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




P L I ( k g / c m ) 2

C L A Y %

S A N D %

G R A V E L S %

S I L T %

Medium dense,grey silty,SAND with gravels

14/30/51/--(R)

SPT 6

SPT 7

04/06/10/15(16)

fine grained,brownish grey,



CLIENT :


NX

10.50/

12.00/

13.35

14.35

15.35

11.10

12.35

12.35

Highly weathered,

KHONDALITE

brownish pink,Highly weathered,

KHONDALITE

--05 68SM -- -- -- --27

16.26

150mmØ



ABBREVIATIONS :

1.00

0.50


I T U


.

T C R ( % )

R Q D ( % )

C L A Y %

DESCRIPTION


1.50

2.00

3.50

3.00

2.50

4.50

5.50

5.00

4.00

7.00

6.50

6.00

9.00

8.50

8.00

7.50

10.00

9.50


( S P T ' N ' )

S I L T %

S A N D %

G R A V E L S %

N M C

L L %


LABORATORY DATA

CONSISTENCY LIMIT

ROTARY DRILLING




1.70m Below GL

:

:

:

:

LOCATION

CO-ORDINATES


:

:

:

DATE

CASING

METHOD

L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA



DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




C u / ( k g / c m

² ) /

U C S ( k g / c m ² )

P L I ( k g / c m ² )

3.00/

6.00/

16.75.m Below GL.:BOREHOLE DEPTH

9.00/

17/06/2012 TO 20/06/2012

1.50/2.10 SPT1 02/02/03/03(05)

3.60

UDS1

4.50/5.10

6.50

SPT47.50/

150mmØ

0.00/0.50

DS1

SPT202/03/04/06

(07)

9.60

8.10

02/03/03/04(06)

01/02/03/04(05)

02/03/03/04(06)SPT5

SPT3

Medium stiff grey,marine CLAY

3.189 m

Medium stiff,brownish grey,marine CLAY




CLIENT :


R . L .

( m )


Fill

Medium stiff,grey marine,CLAY with sea-shells

--02 35CH 25 38 58 25 33

63.7600 09CH 31 60 112 38 74 0.182.75

--00 22CH 27 51 61 23 38

--

--



ABBREVIATIONS :

11.00

10.50


I T U


.

T C R ( % )

R Q D ( % )

R . L .

( m )

DESCRIPTION

F I E L D T E S T

R E S U L T

11.50

12.00

13.50

13.00

12.50

14.50

15.50

15.00

14.00

17.00

16.50

16.00

19.00

18.50

18.00

17.50

20.00

19.50


( S P T ' N ' )

N M C

L L %


C u / ( k g / c m )

/

U C S ( k g / c m )

LABORATORY DATA

2 2

CONSISTENCY LIMIT


L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA



DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




P L I ( k g / c m ) 2

C L A Y %

S A N D %

G R A V E L S %

S I L T %

16/52(R)

10.50/11.10

12.00/12.60

13.50/

13.75

14.75

15.75

16.75

Stiff grey,marine CLAY.

fine grained,

SPT603/03/02/05

(05)

SPT7 02/04/05/05(09)

SPT8

KHONDALITE.



CLIENT :


NX

150mmØ

Highly weathered,

21.44




ABBREVIATIONS :

1.00

0.50


I T U


.

T C R ( % )

R Q D ( % )

C L A Y %

DESCRIPTION


1.50

2.00

3.50

3.00

2.50

4.50

5.50

5.00

4.00

7.00

6.50

6.00

9.00

8.50

8.00

7.50

10.00

9.50


( S P T ' N ' )

S I L T %

S A N D %

G R A V E L S %

N M C

L L %


LABORATORY DATA

CONSISTENCY LIMIT

ROTARY DRILLING



N 1960147.554, E 742471.466

1.20m Below GL

:

:

:

:

LOCATION

CO-ORDINATES

GROUND W. T.

GROUND R. L.

:

:

:

DATE

CASING

METHOD

L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA



DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




C u / ( k g / c m

² ) /

U C S ( k g / c m ² )

P L I ( k g / c m ² )

3.00/

6.00/


8.50/

(Black back filling

01/07/2012 TO 04/07/2012

materials SAND

1.50/2.10 SPT1 04/07/09/11(16)

3.60

UDS1

4.50/5.10

6.50

SPT47.50/

NX

Soft grey,marine CLAY

with Boulders.)

0.00/0.50

DS1

SPT204/06/08/12

(14)

8.60

8.10

Highly Weathered,

01/02/02/03(04)

02/03/04/04(07)

51/--/--/--(R)

SPT5

SPT3

3.463m

5.50 VST1

brownish pink,KHONDALITE



CLIENT :


R . L .

( m )

150mmØ

--01 34CH 26 34 75 31 44 --

--07 05CH 37 51 86 34 52 --

--01 33CH 26 40 73 32 41 --

Fill

Stackyard Area



ABBREVIATIONS :

11.00

10.50

S A M P L E &

I N - S

I T U


.

T C R ( % )

R Q D ( % )

R . L .

( m ) DESCRIPTION


11.50

12.00

13.50

13.00

12.50

14.50

15.50

15.00

14.00

17.00

16.50

16.00

19.00

18.50

18.00

17.50

20.00

19.50


( S P T ' N ' )

N M C

L L %


C u / ( k g / c m

) /

U C S ( k g / c m )

LABORATORY DATA

2 2

CONSISTENCY LIMIT


L O G


D E P T H B E L O W

B G L

( m

)

P L %


FIELD DATA



DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




P L I ( k g / c m ) 2

C L A Y %

S A N D %

G R A V E L S %

S I L T %

Highly moderately,pinkish greyKHONDALITE


Geotechnical Invest igation Work for the Proposed Installat ion of Mechanical Handling Facilities at East Quay-7 (EQ-7)

CLIENT :


NX

10.10

11.10

12.10



ABBREVIATIONS :

1.00

0.50


I T U


.

T C R ( % )

R Q D ( % )

C L A Y %

DESCRIPTION


1.50

2.00

3.50

3.00

2.50

4.50

5.50

5.00

4.00

7.00

6.50

6.00

9.00

8.50

8.00

7.50

10.00

9.50


( S P T ' N ' )

S I L T %

S A N D %

G R A V E L S %

N M C

L L %


LABORATORY DATA

CONSISTENCY LIMIT

ROTARY DRILLING



Stackyard Area

N 1960128.52, E 743078.659

1.10m Below GL

:

:

:

:

LOCATION

CO-ORDINATES

GROUND W. T.

GROUND R. L.

:

:

:

DATE

CASING

METHOD

L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA


REMARKS :

DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




C u / ( k g / c m

² ) /

U C S ( k g / c m ² )

P L I ( k g / c m ² )

3.00/


06/07/2012 TO 07/07/2012

1.50/2.10 SPT1 01/02/03/05

(05)

3.60

4.50/4.60

7.10

150mmØ

0.00/0.50

DS1

SPT202/02/03/03

(05)

silty to fine grained,

3.36 m

Highly weathered,fine grained,KHONDALITE.

8.10



CLIENT :


R . L .

( m )

SPT351/--/--/--

(R)

6.10


Fill

Loose grey,

clayey SAND

silty to fine grained,Loose grey,

sandy CLAY

BOREHOLE IS TERMINATED AT DEPTH 8.10m. BELOW GL.



ABBREVIATIONS :

1.00

0.50


I T U


.

T C R ( % )

R Q D ( % )

C L A Y %

DESCRIPTION


1.50

2.00

3.50

3.00

2.50

4.50

5.50

5.00

4.00

7.00

6.50

6.00

9.00

8.50

8.00

7.50

10.00

9.50


( S P T ' N ' )

S I L T %

S A N D %

G R A V E L S %

N M C

L L %


LABORATORY DATA

CONSISTENCY LIMIT

ROTARY DRILLING



N 1960062.908, E 743108.691


:

:

:

:

LOCATION

CO-ORDINATES

GROUND W. T.

GROUND R. L.

:

:

:

DATE

CASING

METHOD

L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA



DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




C u / ( k g / c m

² ) /

U C S ( k g / c m ² )

P L I ( k g / c m ² )

3.00/

6.00/


05/07/2012 TO 07/07/2012

0.00

Moderately weathered

1.50/2.10 SPT1 05/09/15/21(24)

3.60

UDS14.50/5.00

6.60SPT3

7.60

8.60

9.60

Soft to medium,stiff grey,

grayish pinkKHONDALITE

150mmØ

NX

0.00/0.50

DS1

5.00

6.60

SPT203/03/01/02

(04)

VST1

02/02/03/05(05)



CLIENT :


R . L .

( m )

Fill

(Brownish gravels &boulders)

marine CLAY

--00 26CH 32 42 74 32 42 --

--03 06CH 40 51 78 33 45 --

Stackyard Area



ABBREVIATIONS :

1.00

0.50


I T U


.

T C R ( % )

R Q D ( % )

C L A Y %

DESCRIPTION


1.50

2.00

3.50

3.00

2.50

4.50

5.50

5.00

4.00

7.00

6.50

6.00

9.00

8.50

8.00

7.50

10.00

9.50


( S P T ' N ' )

S I L T %

S A N D %

G R A V E L S %

N M C

L L %


LABORATORY DATA

CONSISTENCY LIMIT

ROTARY DRILLING


1 OF 2:SHEET NO.BH- 32A:BORE HOLE NO.

N 1960049.003, E 743038.329

1.35m Below GL

:

:

:

:

LOCATION

CO-ORDINATES

GROUND W. T.

GROUND R. L.

:

:

:

DATE

CASING

METHOD

L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA



DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




C u / ( k g / c m

² ) /

U C S ( k g / c m ² )

P L I ( k g / c m ² )

3.00/

6.00/


27/06/2012 TO 29/06/2012

1.50/2.10 SPT1 03/05/07/09

(12)

3.60

UDS14.50/5.00

6.60

SPT47.50/

150mmØ


0.00/0.50

DS1

SPT203/04/06/07

(10)

9.24

7.74

01/02/04/04(06)

16/52/--/--/--(R)

SPT3

3.511m

Brownish yellowKHONDALITE

4.00 VST1

7.00 VST2



CLIENT :


R . L .

( m )

Fill(Reddish back filling

materials with boulders)

Fill(Brownish grey,clayey

SAND with boulders)

Highly weathered,

--13 38SC 25 24 47 23 24 --

Stackyard Area



ABBREVIATIONS :

11.00

10.50


I T U


.

T C R ( % )

R Q D ( % )

R . L .

( m ) DESCRIPTION

F I E L D T E S T

R E S U L T

11.50

12.00

13.50

13.00

12.50

14.50

15.50

15.00

14.00

17.00

16.50

16.00

19.00

18.50

18.00

17.50

20.00

19.50


( S P T ' N ' )

N M C

L L %


C u / ( k g / c m )

/

U C S ( k g / c m )

LABORATORY DATA

2 2

CONSISTENCY LIMIT

2 OF 2:SHEET NO.BH-32A:BORE HOLE NO.

L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA



DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




P L I ( k g / c m ) 2

C L A Y %

S A N D %

G R A V E L S %

S I L T %

KHONDALITE



CLIENT :


Highly weathered,brownish yellow,

10.74

11.74



ABBREVIATIONS :

1.00

0.50


I T U


.

T C R ( % )

R Q D ( % )

C L A Y %

DESCRIPTION


1.50

2.00

3.50

3.00

2.50

4.50

5.50

5.00

4.00

7.00

6.50

6.00

9.00

8.50

8.00

7.50

10.00

9.50


( S P T ' N ' )

S I L T %

S A N D %

G R A V E L S %

N M C

L L %


LABORATORY DATA

CONSISTENCY LIMIT

ROTARY DRILLING



N 1960021.933, E 743086.241

1.55m Below GL

3.598m

:

:

:

:



:

:

:

DATE

CASING

METHOD

L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA



DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




C u / ( k g / c m

² ) /

U C S ( k g / c m ² )

P L I ( k g / c m ² )

3.00/

6.00/


Moderately weathered,

(Reddish brown,

01/07/2012 TO 03/07/2012

0.00

Soft brown,

back filling materials1.50/2.10 SPT1 03/05/09/13

(14)

3.60

UDS14.50/5.00

6.60SPT3

7.60

8.60

9.60

greyish pink,

150

mmØ

NX

0.50 DS1

5.00

6.60

Silty SAND

KHONDALITE

SPT201/02/02/06

(04)

VST1

04/07/09/24(16)

with Boulders)



CLIENT :


R . L .

( m )

Fill

marine CLAY

Very stiff greyish,sandy CLAY

Stackyard Area



ABBREVIATIONS :

1.00

0.50


I T U


.

T C R ( % )

R Q D ( % )

C L A Y %

DESCRIPTION


1.50

2.00

3.50

3.00

2.50

4.50

5.50

5.00

4.00

7.00

6.50

6.00

9.00

8.50

8.00

7.50

10.00

9.50


( S P T ' N ' )

S I L T %

S A N D %

G R A V E L S %

N M C

L L %


LABORATORY DATA

CONSISTENCY LIMIT

ROTARY DRILLING

150mm Ø Upto 1.50m & NX upto 9.2m BGL.

1 OF 3:SHEET NO.BH- N1:BORE HOLE NO.

Stackyard Area

N 1960307.729, E 742966.519

0.55m Below GL

:

:

:

:



:

:

:

DATE

CASING

METHOD

L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA



DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




C u / ( k g / c m

² ) /

U C S ( k g / c m ² )

P L I ( k g / c m ² )

3.00/

6.00/


9.00/

12/08/2012 TO 17/08/2012

1.50/1.60 SPT1 53/--/--/--(R)

3.60

4.50/5.10

6.60

7.50/

150mmØ

0.00/0.50

DS1

SPT203/03/04/05

(07)

9.28

7.85

04/06/08/10(14)SPT3

3.61 m



CLIENT :


R . L .

( m )

Medium stiff to stiff,sandy CLAY with

Hard,yellowish grey,sandy CLAY as

SPT6 23/51/--/--(R)

(Reddish,silty SANDwith gravels & boulders)

Fill

Medium dense,brownish,SAND with

SPT5 17/25/51/--(R)

SPT4 03/04/08/10(12)

NX

sea-shells

sea-shells

completely weathered,ROCK

--01 33CI 37 29 48 25 23

--00 97SP -- -- -- --03

--

--03 44CI 33 20 42 22 20 --



ABBREVIATIONS :

11.00

10.50


I T U

S A M P L E T Y P

E & N O

.

T C R ( % )

R Q D ( % )

R . L .

( m )

DESCRIPTION


11.50

12.00

13.50

13.00

12.50

14.50

15.50

15.00

14.00

17.00

16.50

16.00

19.00

18.50

18.00

17.50

20.00

19.50

T E S T D E P T

H ( m )

( S P T ' N ' )

N M C

L L %

P L A S T I C I T Y I N D E

X

C u / ( k g / c m

) /

U C S ( k g / c m )

LABORATORY DATA

2 2

CONSISTENCY LIMIT


L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA


REMARKS :

DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




P L I ( k g / c m ) 2

C L A Y %

S A N D %

G R A V E L S %

S I L T %

SPT819/51/--/--

(R)

SPT710/20/35/53

(55)

CONTINUED ON NEXT PAGE

53/--/--/--

(R)SPT10



CLIENT :


yellowish, grey ROCK

10.50/10.98

12.00/12.28

13.50/13.60

15.00/

15.10

SPT955/--/--/--

(R)

55/--/--/--(R)SPT1219.50/

19.57

18.00/18.10 51/--/--/--

(R)SPT11

NX

55/--/--/--(R)SPT1016.50/

16.58

Brownish grey,ROCK

Highly weathered,greyish brown,ROCK

Hard,brownish

yellow,sandy CLAY as completelyweathered,ROCK

Completely weathered,


--26 40SM -- -- -- --34



ABBREVIATIONS :

21.00

20.50


I T U


.

T C R ( % )

R Q D ( % )

R . L .

( m )

DESCRIPTION


21.50

22.00

23.50

23.00

22.50

24.50

25.50

25.00

24.00

27.00

26.50

26.00

29.00

28.50

28.00

27.50

30.00

29.50


( S P T ' N ' )

N M C

L L %


C u / ( k g / c m ) /

U C S ( k g / c m )

LABORATORY DATA

2 2

CONSISTENCY LIMIT


L O G

D I A O F B O R

E H O L E

D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA


REMARKS :

DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




P L I ( k g / c m ) 2

C L A Y %

S A N D %

G R A V E L S %

S I L T %

SPT1452/--/--/--

(R)


SPT1552/--/--/--

(R)



CLIENT :


NX 21.00/21.05

22.50/22.57

30.20

24.00

25.50

Moderately weathered,brownish grey,ROCK

Highly weathered,

greyish brown,ROCK

2.26



ABBREVIATIONS :

1.00

0.50


I T U


.

T C R ( % )

R Q D ( % )

C L A Y %

DESCRIPTION


1.50

2.00

3.50

3.00

2.50

4.50

5.50

5.00

4.00

7.00

6.50

6.00

9.00

8.50

8.00

7.50

10.00

9.50


( S P T ' N ' )

S I L T %

S A N D %

G R A V E L S %

N M C

L L %


LABORATORY DATA

CONSISTENCY LIMIT

ROTARY DRILLING



Stackyard Area

N 1960269.345, E 742988.127

1.05m Below GL

:

:

:

:

LOCATION

CO-ORDINATES

GROUND W. T.

GROUND R. L.

:

:

:

DATE

CASINGMETHOD

L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA



DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




C u / ( k g / c m

² ) /

U C S ( k g / c m ² )

P L I ( k g / c m ² )

3.00/

6.00/


9.00/

13/08/2012 TO 19/08/2012

1.50/2.10 SPT1 11/17/20/23

(37)

3.60

4.50/4.78

6.10

7.50/

150mmØ

0.00/0.50

DS1

SPT205/08/12/06

(20)

9.12

7.60

15/52/--/--(R)SPT3

3.474 m



CLIENT :


R . L .

( m )

SPT5 52/--/--/--(R)

(Dense,brownish,siltySAND with gravels)

Fill

SPT4 52/--/--/--(R)

SPT4 53/--/--/--(R)

6.50

Completely weathered,ROCK

Medium dense,greyish brown,silty SAND with gravels

Completely weathered,ROCK

Highly weathered,greyish yellow,ROCK

Completely weathered,yellowish,ROCK

--32 44SM -- -- -- --24

--09 52SM -- -- -- --39

--65 24SM -- -- -- --11

NX



ABBREVIATIONS :

11.00

10.50


I T U


.

T C R ( % )

R Q D ( % )

R . L .

( m )

DESCRIPTION


11.50

12.00

13.50

13.00

12.50

14.50

15.50

15.00

14.00

17.00

16.50

16.00

19.00

18.50

18.00

17.50

20.00

19.50


( S P T ' N ' )

N M C

L L %


C u / ( k g / c m

) /

U C S ( k g / c m )

LABORATORY DATA

2 2

CONSISTENCY LIMIT


L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA


REMARKS :

DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS



C L A S S I F I C A

T I O N

P L I ( k g / c m ) 2

C L A Y %

S A N D %

G R A V E L S %

S I L T %

SPT854/--/--/--

(R)

SPT755/--/--/--

(R)


52/--/--/--

(R)SPT10



CLIENT :


10.50/10.60

12.00/12.12

13.50/13.58

15.00/

15.10

SPT955/--/--/--

(R)

51/--/--/--(R)SPT1319.50/

19.55

18.00/18.10 55/--/--/--(R)SPT12

NX

53/--/--/--(R)SPT1116.50/

16.60

Completely weathered,Brownish grey,ROCK

Completely weathered,yellowish grey,ROCK

Completely weathered,yellowish,ROCK

--53 33GM -- -- -- --14



ABBREVIATIONS :

21.00

20.50


I T U

S A M P L E T Y P

E & N O

.

T C R ( % )

R Q D ( % )

R . L .

( m )

DESCRIPTION


21.50

22.00

23.50

23.00

22.50

24.50

25.50

25.00

24.00

27.00

26.50

26.00

29.00

28.50

28.00

27.50

30.00

29.50

T E S T D E P T

H ( m )

( S P T ' N ' )

N M C

L L %

P L A S T I C I T Y I N D E

X

C u / ( k g / c m

) /

U C S ( k g / c m )

LABORATORY DATA

2 2

CONSISTENCY LIMIT


L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA


REMARKS :

DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




P L I ( k g / c m ) 2

C L A Y %

S A N D %

G R A V E L S %

S I L T %

SPT1452/--/--/--

(R)


SPT1553/--/--/--

(R)

SPT1655/--/--/--

(R)

Highly weathered,yellowish grey,ROCK



CLIENT :


NX 21.0021.06

22.00/22.05

23.00/23.05

30.20

26.00

25.00

pinkish grey,Highly weathered,

KHONDALITE

SPT1756/--/--/--

(R)24.00/24.08

27.00

Completely weathered,yellowish grey,ROCK



ABBREVIATIONS :

1.00

0.50


I T U


.

T C R ( % )

R Q D ( % )

C L A Y %

DESCRIPTION


1.50

2.00

3.50

3.00

2.50

4.50

5.50

5.00

4.00

7.00

6.50

6.00

9.00

8.50

8.00

7.50

10.00

9.50


( S P T ' N ' )

S I L T %

S A N D %

G R A V E L S %

N M C

L L %


LABORATORY DATA

CONSISTENCY LIMIT

ROTARY DRILLING



Stackyard Area

N 1960272.336, E 742901.831

1.70m Below GL

:

:

:

:

LOCATION

CO-ORDINATES


:

::

DATE

CASINGMETHOD

L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA



DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




C u / ( k g / c m

² ) /

U C S ( k g / c m ² )

P L I ( k g / c m ² )

3.00/

6.00/


9.00/

12/08/2012 TO 16/08/2012

1.50/2.10 SPT1 09/08/06/05(14)

3.60

4.50/5.10

6.60

7.50/

150mmØ

0.00/0.50

DS1

SPT208/05/05/04

(10)

9.10

8.10

04/04/03/04(07)SPT3

3.700m



CLIENT :


R . L .

( m )

Loose to brownish grey,silty SAND

Very stiff,greyish brown,sandy

UDS1

SPT5 53/--/--/--(R)

(Medium dense,reddish brown,silty

Fill

Grey,sandy CLAY

SPT4 10/12/15/19(27)

10.00/10.05

SPT6 51/--/--/--(R)

SAND with gravels)

with gravels

CLAY with gravels

NX Completely weathered,

yellowish ROCK

--19 70SM -- -- -- --15

56.6102 31CI 35 46 22 2432 0.153.89



ABBREVIATIONS :

11.00

10.50


I T U


.

T C R ( % )

R Q D ( % )

R . L .

( m )

DESCRIPTION

F I E L D T E S T

R E S U L T

11.50

12.00

13.50

13.00

12.50

14.50

15.50

15.00

14.00

17.00

16.50

16.00

19.00

18.50

18.00

17.50

20.00

19.50


( S P T ' N ' )

N M C

L L %


E X

C u / ( k g / c m )

/

U C S ( k g / c m )

LABORATORY DATA

2 2

CONSISTENCY LIMIT


L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA


REMARKS :

DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




P L I ( k g / c m ) 2

C L A Y %

S A N D %

G R A V E L S %

S I L T %

SPT855/--/--/--

(R)

SPT753/--/--/--

(R)


51/--/--/--

(R)

SPT10

SPT11



CLIENT :



11.00/11.05

12.00/12.07

13.00/13.05

15.00/

15.07

16.00

SPT953/--/--/--

(R)

14.00/14.10 52/--/--/--

(R)

52/--/--/--(R)SPT1217.00/

17.05

55/--/--/--(R)SPT1419.00

19.07

18.00/

18.05 52/--/--/--(R)SPT13

NX

yellowish ROCK

Highly weathered,

yellowish ROCK


yellowish ROCK

10.05



ABBREVIATIONS :

21.00

20.50


I T U


.

T C R ( % )

R Q D ( % )

R . L .

( m )

DESCRIPTION

F I E L D T E S T

R E S U L T

21.50

22.00

23.50

23.00

22.50

24.50

25.50

25.00

24.00

27.00

26.50

26.00

29.00

28.50

28.00

27.50

30.00

29.50


( S P T ' N ' )

N M C

L L %


C u / ( k g / c m )

/

U C S ( k g / c m )

LABORATORY DATA

2 2

CONSISTENCY LIMIT


L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA


REMARKS :

DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




P L I ( k g / c m ) 2

C L A Y %

S A N D %

G R A V E L S %

S I L T %

SPT1553/--/--/--

(R)


SPT1655/--/--/--

(R)

SPT1755/--/--/--

(R)


ROCK



CLIENT :


NX

20.50/20.57

22.00/22.09

23.50/23.58

30.20

26.00

25.00

greyish yellow,

greyish brown,ROCKCompletely weathered,

0.89

--53 36SM -- -- -- --14



ABBREVIATIONS :

1.00

0.50


I T U


.

T C R ( % )

R Q D ( % )

C L A Y %

DESCRIPTION


1.50

2.00

3.50

3.00

2.50

4.50

5.50

5.00

4.00

7.00

6.50

6.00

9.00

8.50

8.00

7.50

10.00

9.50


( S P T ' N ' )

S I L T %

S A N D %

G R A V E L S %

N M C

L L %


LABORATORY DATA

CONSISTENCY LIMIT

ROTARY DRILLING



Stackyard Area

N 1960203.424, E 742928.076

1.4m Below GL

:

:

:

:

LOCATION

CO-ORDINATES

GROUND W. T.

GROUND R. L.

:

:

:

DATE

CASING

METHOD

L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA



DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




C u / ( k g / c m

² ) /

U C S ( k g / c m ² )

P L I ( k g / c m ² )

3.00/

6.00/


18/08/2012 TO 20/08/2012

1.50/2.10 SPT1 07/09/12/15(21)

3.60

4.50/5.00

6.60

SPT47.50/

150mmØ

0.00/0.50

DS1

SPT205/07/09/12

(16)

8.10 01/02/03/04(05)

UDS1

Fill(Medium dense,brownish,silty

3.600m

SPT301/02/04/05

(06)



CLIENT :


R . L .

( m )

Loose grey,silty SAND

Medium dense,greyishbrown,silty SAND

SPT59.00/9.60 02/03/03/04

(06)

SAND with gravels)

with gravels

Medium stiff,grey,with gravels

--07 69SM -- -- -- --24

63.7700 01CI 32 87 29 5867 0.144.12

--01 76SM -- -- -- --23



NX

ABBREVIATIONS :

11.00

10.50


I T U


.

T C R ( % )

R Q D ( % )

R . L .

( m )

DESCRIPTION


11.50

12.00

13.50

13.00

12.50

14.50

15.50

15.00

14.00

17.00

16.50

16.00

19.00

18.50

18.00

17.50

20.00

19.50


( S P T ' N ' )

N M C

L L %


C u / ( k g / c m

) /

U C S ( k g / c m )

LABORATORY DATA

2 2

CONSISTENCY LIMIT


L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA



DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




P L I ( k g / c m ) 2

C L A Y %

S A N D %

G R A V E L S %

S I L T %



CLIENT :


Highly weathered,pinkish grey,KHONDALITE

150mmØ SPT610.50/

10.58 54/--/--/--(R)

11.50

12.50

13.50

Slightly weathered,pinkish grey,KHONDALITE

720



ABBREVIATIONS :

1.00

0.50


I T U


.

T C R ( % )

R Q D ( % )

C L A Y %

DESCRIPTION


1.50

2.00

3.50

3.00

2.50

4.50

5.50

5.00

4.00

7.00

6.50

6.00

9.00

8.50

8.00

7.50

10.00

9.50


( S P T ' N ' )

S I L T %

S A N D %

G R A V E L S %

N M C

L L %


LABORATORY DATA

CONSISTENCY LIMIT

ROTARY DRILLING



Stackyard Area

N 1960200.62, E 742988.79

1.65m Below GL

:

:

:

:

LOCATION

CO-ORDINATES


:

::

DATE

CASING

METHOD

L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA



DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




C u / ( k g / c m

² ) /

U C S ( k g / c m ² )

P L I ( k g / c m ² )

3.00/

6.00/


19/08/2012 TO 21/08/2012

1.50/2.10 SPT1 03/02/02/02

(04)

3.60

4.50/5.00

6.60

SPT47.50/

150mmØ

NX

0.00/0.50

DS1

SPT202/02/03/03

(05)

8.00 08/10/14/53(24)

UDS1

Fill(Loose,reddish brown silty SAND with

3.683m

SPT303/08/10/14

(18)

8.00



CLIENT :


R . L .

( m )

yellowish brown,silty SAND with gravels

Moderately weathered,pinkish grey,KHONDALITE

9.00

10.00

Medium stiff grey,silty CALY with

brownish grey,silty SAND with gravels

Medium dense,

gravels)

sea-shells

Fill(Blackish grey,clayey SAND withgravels)

Medium dense, --23 52SM -- -- -- --25

82.8601 08CH 94 33 6131 603.710.07



ABBREVIATIONS :

11.00

10.50


I T U


.

T C R ( % )

R Q D ( % )

R . L .

( m )

DESCRIPTION


11.50

12.00

13.50

13.00

12.50

14.50

15.50

15.00

14.00

17.00

16.50

16.00

19.00

18.50

18.00

17.50

20.00

19.50


( S P T ' N ' )

N M C

L L %


C u / ( k g / c m

) /

U C S ( k g / c m )

LABORATORY DATA

2 2

CONSISTENCY LIMIT


L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA



DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




P L I ( k g / c m ) 2

C L A Y %

S A N D %

G R A V E L S %

S I L T %



CLIENT :



KHONDALITE

NX 521

11.00

10.00



ABBREVIATIONS :

1.00

0.50


I T U


.

T C R ( % )

R Q D ( % )

C L A Y %

DESCRIPTION


1.50

2.00

3.50

3.00

2.50

4.50

5.50

5.00

4.00

7.00

6.50

6.00

9.00

8.50

8.00

7.50

10.00

9.50


( S P T ' N ' )

S I L T %

S A N D %

G R A V E L S %

N M C

L L %


LABORATORY DATA

CONSISTENCY LIMIT

ROTARY DRILLING



Stackyard Area

N 1960201.37, E 743050.82

1.85m Below GL

:

:

:

:

LOCATION

CO-ORDINATES

GROUND W. T.

GROUND R. L.

:

:

:

DATE

CASINGMETHOD

L O G


D E P T H B E L O W

B G L

( m )

P L %


FIELD DATA



DS DISTURBED SAMPLE



: R





Drawn By:Rupesh

SCALE : 1: 50JOB NO. : 3228

GRAIN SIZE ANALYSIS




C u / ( k g / c m

² ) /

U C S ( k g / c m ² )

P L I ( k g / c m ² )

3.00/

6.00/


21/08/2012 TO 22/08/2012

1.50/2.10 SPT1 03/04/05/06(09)

3.50

4.50/4.75

6.08

150mmØ

0.00/0.50

DS1

UDS1

24/52/--/--(R)SPT2

3.745 m



CLIENT :


R . L .

( m )

Stiff grey,sandy CLAY

(Reddish brown siltySAND with gravels)

Fill

yellowish grey,ROCK

55/--/--/--(R)

SPT3

7.00

8.00

9.00

NX

Highly weathered,pinkish grey,KHONDALITE

58.5001 04CH 92 36 56

--04 22CH 64 28 36 --

36 59

--61 30 -- -- -- --09

32 43

3.20.15

GMGP

908




DBM

LABORATORY TESTLABORATORY TESTLABORATORY TESTLABORATORY TEST

RESULTSRESULTSRESULTSRESULTS



------------

W e t D e n s i t y

D r y D e n s i t y

G r a v e l %

S a n d %

S i l t %

C l a y %

L i q u i d %

P l a s t i c %

P l a s t i c i t y I n d e x , I p %

T y p e

C o

h e s i o n C u

k g / c m 2

D e g r e e

φ

C o m p . I n d e x C c v

( L a b )

I n i t i a l V o i d R a t i o

BH - 01 1.50 - 2.10 SPT 1 ----- ----- ----- CH 0 9 34 57 79 33 46 14 ----- ----- ----- ----- ----- ----- ----- ----- 2.63

BH - 01 3.00 - 3.50 UDS 1 1.53 0.88 73.28 CH 2 21 32 45 98 37 61 15 TUU 0.11 3.89 ----- 40 ----- ----- ----- 2.62

BH - 01 4.50 - 5.10 SPT 2 ----- ----- ----- CI 12 27 25 36 47 22 25 12 ----- ----- ----- ----- ----- ----- ----- ----- 2.65

CHEM : Tuu : Triaxial Test ( Unconsolidated Undrained ) SP : Swelling Pressure or Swelling Potential Testφ :

Angle of Internal Friction

COMP : Tcu : Triaxial Test ( Consolidated Undrained ) SPT : Standard Penetration Test SampleCu :

Undrained Cohesion

DS : Tcd : Triaxial Test ( Consolidated Drained )UDS : Undisturbed Soil Sample φ' :

Effective Angle of Internal Friction

K : NP : Non Plastic VL : Laboratory Vane Shear TestCu' :

Effective Cohesion

FSI : SL : Shrikage Limit Test UC : Unconfined Compression Test-----> : Combined Silt + Clay

Mechanical Analysis

05.07.2012

VerticalConsolidation

FLB 04

Shear Test

3228Job. No. :

Free Swell Test

Direct Shear

DBM GEOTECHNICS & CONSTRUCTIONS PVT. LTD.

DATE:

S o i l C l a s s i f i c a t i o n ( I . S )

S w e l l i n g P r e s s u r e

k g / c m 2

R e m a r k s

F r e e S w e l l I n d e x %

D e p t h i n m

.

Density

gm/ cm 3

S p e c i f i c G r a v i t y

N a t u r a l M o i s t u r e

C o n t e n t , w

%

C u

f r o m U n c o n f i n e d C o m p r e s s i o n

T e s t K g / c m

2

S h r i n k a g e L i m i t %

Location :

B o r e H o l e N o .

S a m p l e T y p e

Compaction Test

Geotechnical Investigation W ork f or t he Proposed Installat ion of Mechanical Handling Facilit ies at East Quay-7 (EQ-7) Berth i n t he inner harbour of Visakhapatnam Port Trust.

SOIL TEST DATA SHEET

Project :

Permeability Test

Chemical Analysis

Consistency Limits



Particle

% % % % mm mm mm

BH - 01 1 .50 - 2.10 CH 0 9 34 57 ----- ----- ----- ----- ----- 79 33 46 SPT 1

BH - 01 3 .00 - 3.50 CH 2 21 32 45 ----- ----- ----- ----- ----- 98 37 61 UDS 1

BH - 01 4 .50 - 5.10 CI 12 27 25 36 ----- ----- ----- ----- ----- 47 22 25 SPT 2

Φ 3 0 %

Bore HoleNo.

Silt Φ

6 0 %

P l a s t i c i t y I n d e x , I p

R e m a r k sCoeff. of

Uniformity,Cu = D60 /

D10

DB

M G E O

T E C H N I C S & C O N S T R U C T I O N S P V T .L T D .

Classifi--cation

( IS )

Size(mm)

L o c a t i o n :

G R A I N S I Z E D

I S T R I B U T I O N C U R V E

L i q u i d L i m i t , W

l

P r o j e c t :

J o b

N o .

:

Depth in m. Φ

1 0 % Coeff. OfCurvature

Cc

D302/(D 60*D

10 )

3 2 2 8

Symbol

G e o t e c h ni c al I nv e s t i g a t i onW

or k f or t h eP r o p o s e d I n s t al l a t i on

of M e c h ani c al H an d l i n gF a c i l i t i e s a t E a s t Q

u a y -

7 ( E Q-7 ) B er t h i n

t h e

i nn er h ar b o ur of V i s ak h a p a t n amP or t T r u s t .

Gravel Sand Clay

P l a s t i c L i m i t , W

p

------------

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110

P E R C E N T A G E F I N E R T H A N

PARTICLE SIZE ( mm )

GRAVELFC

SANDC M F

SILT CLAY

80.0 20.0 4.75 2.00 0.425 75x10 -3 2x10 -3



Project:

1.25 mm/min 07.07.201238.00 mm 0176.00 mm 3.00 - 3.500.88 g/cm 3 TUU73.28 % UDS 01

Serial No.Cell

Pressure σ 3

DeviatoricForce atFailure

DeviatoricStress at

Failure, d

Normal Stressat Failure, 1

Change inLength atFailure, ∆L

Strain atFailure,ε

kg/cm 2 kg kg/cm 2 cm cm 2 %

1 0.50 3.82 0.306 0.806 6.84 9.00

2 1.00 4.77 0.379 1.379 7.60 10.00

3 1.50 5.80 0.455 1.955 8.36 11.00

TRIAXIAL COMPRESSION TEST IS 2720 - P 11, 1971

State of Sample:

Height of Specimen:

Date:Bore Hole No.:

Geotechnical Investigation Work for the Proposed Installation of Mechanical Handling Facilitiesat East Quay-7 (EQ-7) Berth in the inner harbour of Visakhapatnam Port Trust.

Diameter of Specimen:Rate of Strain :

Location: --------

Depth (m)Condition of Test :Dry Density,γ d :

Moisture Content:

Cohesion: 0.11 k cm 2 3.89

JOB No. 3228Checked By: Ravi A

Angle of internal friction,

DBM GEOTECHNICS AND CONSTRUCTIONS PVT. LTD.

0.0

0.5

1.0

1.5

2.0

2.5

0.0 0.5 1.0 1.5 2.0 2.5

S h e a r S t r e s s , k g / s q . c m

Normal Stress, kg/sq.cm



------------

W e t D e n s i t y

D r y D e n s i t y

G r a v e l %

S a n d %

S i l t %

C l a y %

L i q u i d %

P l a s t i c %


T y p e

C o

h e s i o n C u

k g / c m 2

D e g r e e

φ


( L a b )


BH - 02 1.50 - 2.10 SPT 1 ----- ----- ----- SM 23 47 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2.66

BH - 02 3.00 - 3.50 UDS 1 2.05 1.48 38.18 SC 11 49 20 20 36 22 14 -----DSUU(RM)

0.08 23.98 ----- ----- ----- ----- ----- 2.65

BH - 02 4.50 - 5.10 SPT 2 ----- ----- ----- CH 0 15 34 51 81 30 51 ----- ----- ----- ----- ----- 70 ----- ----- ----- 2.63




Undrained Cohesion




Effective Cohesion


R e m a r k s

Permeability Test

Chemical Analysis

Consistency Limits


S a m p l e T y p e


k g / c m 2

Compaction Test



Project :

D e p t h i n m

.

Density

gm/ cm 3



C o n t e n t , w

%

C u


T e s t K g / c m

2


Mechanical Analysis



Shear Test

Location :


3228Job. No. :

Free Swell Test

Direct Shear


05.07.2012FLB 04 DATE:

30



Particle

% % % % mm mm mm

BH - 02 1 .50 - 2.10 SM 23 47 ----- ----- ----- ----- ----- ----- ----- ----- SPT 1

BH - 02 3 .00 - 3.50 SC 11 49 20 20 ----- ----- ----- ----- ----- 36 22 14 UDS 1

BH - 02 4 .50 - 5.10 CH 0 15 34 51 ----- ----- ----- ----- ----- 81 30 51 SPT 2


p

------------

Gravel Sand ClayClassifi--cation

( IS ) L i q u i d L i m i t , W

l

G R A I N S I Z E D

I S T R I B U T I O N C U R V E Coeff. Of

CurvatureCc

D302/(D 60*D

10 )




u a y -

7 ( E Q-7 ) B er t h i n

t h e


L o c a t i o n :

J o b

N o .

:

3 2 2 8

Coeff. ofUniformity,Cu = D60 /

D10

DB

M G E O


30

Depth in m. Φ

1 0 %

Symbol Φ

6 0 %

Φ 3 0 %

Bore HoleNo.

Silt

P r o j e c t :


R e m a r k s

Size(mm)

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110



GRAVELFC

SANDC M F

SILT CLAY

80.0 20.0 4.75 2.00 0.425 75x10 -3 2x10 -3



:

:

: UU (RM): 1.25: 60.0: 25.0: 1.48: 38.16

Serial No.Normal

Pressure,σv

ShearForce atFailure

ShearStress atFailure,

σs

Changein Length

, ∆ L

Strain atFailure

Condition of Test Date :Bore Hole No. :

Depth of Sample (m) Type of Sample:

Dry Density, γ d

Moisture Content,

Rate of StrainSize of theHeight of Specimen

gm / cm 3

%

IS - 2720, P-13

DIRECT SHEAR TEST

G eo t ec h n i c a l I n v es t i g a t i o n Wo r k f o r t h e Pr o p o s ed I n s t a l l a t i o n o f M e ch a n i c a lH a n d l i n g F a c i l i t i e s a t E a s t Q u a y -7 (E Q -7 ) B er t h i n t h e i n n e r h a r b ou r o f

07.07.2012BH -02

3.00 - 3.50UDS 01

----------------

mm/minmm(Square )mm

Project

Location

Kg / cm 2 Kg. Kg / cm 2 mm %

1 0.50 9.68 0.299 3.00 5.00

2 1.00 16.13 0.533 4.80 8.00

3 1.50 22.58 0.765 5.40 9.00

28.31

0.08 23.98COHESION, C u ( Kg / cm 2 ) :- ANGLE OF INTERNAL FRICTION, φ 0 :-

DBM GEOTECHNICS & CONSTRUCTIONS PVT. LTD. Job No. :- 3228

0.00

0.50

1.00

1.50

2.00

0.00 0.50 1.00 1.50 2.00

S h e ar S t r e s s

( K g / c m

2 )

Normal Stress (Kg/cm 2)



------------

W e t D e n s i t y

D r y D e n s i t y

G r a v e l %

S a n d %

S i l t %

C l a y %

L i q u i d %

P l a s t i c %


T y p e

C o

h e s i o n C u

k g / c m 2

D e g r e e

φ


( L a b )


BH - 03 3.00 - 3.60 SPT 2 ----- ----- ----- CH 0 8 29 63 76 33 43 ----- ----- ----- ----- ----- ----- ----- ----- ----- -----

BH - 03 4.50 - 5.00 UDS 1 1.52 0.85 77.79 CH 0 1 32 67 122 40 82 ----- TUU 0.08 4.36 ----- ----- ----- 0.64 2.04 2.60

BH - 03 6.00 - 6.60 SPT 3 ----- ----- ----- CH 1 11 28 60 71 28 43 ----- ----- ----- ----- ----- 60 ----- ----- ----- -----




Undrained Cohesion




Effective Cohesion


Permeability Test

Chemical Analysis

Consistency Limits


Location :


S a m p l e T y p e

Compaction Test

Geotechnical Investigation work for Proposed Project at EQ -07 Jett y,Vizag


Project :

DATE:



k g / c m 2

R e m a r k s


D e p t h i n m

.

Density(Remoulded)

gm/ cm 3



C o n t e n t , w

%

C u


T e s t K g / c m

2

3228Job. No. :

Free Swell Test

Direct Shear


Mechanical Analysis

05.07.2012


FLB 04

Shear Test



Particle

% % % % mm mm mm

BH - 03 3 .00 - 3.60 CH 0 8 29 63 ----- ----- ----- ----- ----- 76 33 43 SPT 2

BH - 03 4 .50 - 5.00 CH 0 1 32 67 ----- ----- ----- ----- ----- 122 40 82 UDS 1

BH - 03 6 .00 - 6.60 CH 1 11 28 60 ----- ----- ----- ----- ----- 71 28 43 SPT 3


p

------------

Symbol

G e o t e c h ni c al I nv e s t i g a t i on

w or k

f or P r o p o s e d P r o j e c t a t E Q- 0 7

J e t t y ,V i z a g

Gravel Sand Clay

J o b

N o .

:

Depth in m. Φ


Cc

D302/(D 60*D

10 )

3 2 2 8

DB

M G E O


Classifi--cation

( IS )

Size(mm)

L o c a t i o n :

G R A I N S I Z E D



l

P r o j e c t :

Φ 3 0 %

Bore HoleNo.

Silt Φ

6 0 %




D10

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110



GRAVELFC

SANDC M F

SILT CLAY

80.0 20.0 4.75 2.00 0.425 75x10 -3 2x10 -3



IS - 2720 , P-15Project:

Location: ----------- Date: 04.09.2012

Bore Hole No./Trial Pit No.: BH - 03 Dia.of Specimen: 60 mmDepth in M.: 4.50 - 5.00 Height of specimen: 20 mmType of Samples: UDS-01

PressureIncrement

Coefficientof

consolidation Cv

Coefficient ofvolume

compressibiltymv

Permeability (K)

kg/cm 2 m 2 /year cm 2 /kg cm/secDry density γ d 0.85 1.05 gm/cm 3 0.10 - 0.25 3.38 1.17E-01 1.25E-04Moisture Content, w 77.79 56.60 % 0.25 - 0.50 2.53 9.85E-02 7.89E-05Initial Void Ratio,e o 2.04 1.47 0.50 - 1.00 1.71 9.74E-02 5.28E-05Specific Gravity,G 2.60 2.60 1.00 - 2.00 0.94 7.03E-02 2.10E-05

Degree of Saturation, S r 98.95 100.00 % 2.00 - 4.00 0.66 3.75E-02 7.90E-060.640.51 kg/cm 2

0.1 2.04394840.25 1.99067930.5 1.917

1 1.7752 1.584 1.3864555

2 1.39102141 1.41232910.5 1.4321148

0.25 1.45494440.1 1.4716861

0 00 00 00 00 00 0

Job No.: 3228Checked By:

Compression Index, Cc:Δe/LogΔPreconsolidation Pressure, P c:

CONSOLIDATION TEST

EndStartProperties of Soil

Geotechnical I nvesti gation w ork f or Proposed Proj ect at EQ - 07 Jet ty ,Vizag


1.30

1.35

1.40

1.45

1.50

1.55

1.60

1.65

1.70

1.75

1.80

1.85

1.90

1.95

2.00

2.05

2.10

0.10 1.00 10.00

V o

i d s

R a

t i o , e

Pressure Increment (Kg/cm 2)

Voids Ratio, e Vs Pressure Increment (Kg/cm 2)

Pc



Project:


Serial No.Cell

Pressure σ 3


DeviatoricStress at

Failure, d



Strain atFailure,ε


1 0.50 3.34 0.268 0.768 6.84 9.00

2 1.00 4.37 0.347 1.347 7.60 10.00

3 1.50 5.41 0.419 1.919 9.12 12.00


State of Sample:

Height of Specimen:

Date:Bore Hole No.:



Location: --------


Moisture Content:

Cohesion: 0.08 k /cm 2 4.36




0.0

0.5

1.0

1.5

2.0

2.5

0.0 0.5 1.0 1.5 2.0 2.5





------------

W e t D e n s i t y

D r y D e n s i t y

G r a v e l %

S a n d %

S i l t %

C l a y %

L i q u i d %

P l a s t i c %


T y p e

C o

h e s i o n C u

k g / c m 2

D e g r e e

φ


( L a b )


BH - 04 3.00 - 3.60 SPT 2 ----- ----- ----- CH 0 13 29 58 75 31 44 ----- ----- ----- ----- ----- 70 ----- ----- ----- -----

BH - 04 4.50 - 5.00 UDS 1 1.48 0.80 85.70 CH 1 2 32 65 124 41 83 ----- TUU 0.04 4.0 ----- ----- ----- 0.93 2.27 2.61

BH - 04 6.00 - 6.60 SPT 3 ----- ----- ----- CI 15 33 25 27 44 21 23 ----- ----- ----- ----- ----- ----- ----- ----- ----- -----




Undrained Cohesion




Effective Cohesion


Permeability Test

Chemical Analysis

Consistency Limits


Location :


S a m p l e T y p e

Compaction Test



Project :

DATE:



k g / c m 2

R e m a r k s


D e p t h i n m

.

Density(Remoulded)

gm/ cm 3



C o n t e n t , w

%

C u


T e s t K g / c m

2

3228Job. No. :

Free Swell Test

Direct Shear


Mechanical Analysis

05.07.2012


FLB 04

Shear Test



Particle

% % % % mm mm mm

BH - 04 3 .00 - 3.60 CH 0 13 29 58 ----- ----- ----- ----- ----- 75 31 44 SPT 2

BH - 04 4 .50 - 5.00 CH 1 2 32 65 ----- ----- ----- ----- ----- 124 41 83 UDS 1

BH - 04 6 .00 - 6.60 CI 15 33 25 27 ----- ----- ----- ----- ----- 44 21 23 SPT 3


p

------------

Symbol


w or k



Gravel Sand Clay

J o b

N o .

:

Depth in m. Φ


Cc

D302/(D 60*D

10 )

3 2 2 8

DB

M G E O


Classifi--cation

( IS )

Size(mm)

L o c a t i o n :

G R A I N S I Z E D



l

P r o j e c t :

Φ 3 0 %

Bore HoleNo.

Silt Φ

6 0 %




D10

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110



GRAVELFC

SANDC M F

SILT CLAY

80.0 20.0 4.75 2.00 0.425 75x10 -3 2x10 -3




Location: ----------- Date: 04.09.2012


PressureIncrement

Coefficientof

consolidation Cv


compressibiltymv

Permeability (K)



0.1 2.27484460.25 2.1980.5 2.084

1 1.932 1.6564 1.3758998

2 1.38408691 1.41847270.5 1.4610457

0.25 1.49379420.1 1.5183555

0 00 00 00 00 00 0

Job No.: 3228Checked By: R AVI A .


CONSOLIDATION TEST




1.35

1.40

1.45

1.50

1.55

1.60

1.65

1.70

1.75

1.80

1.85

1.90

1.95

2.00

2.05

2.10

2.15

2.20

2.25

2.30

0.10 1.00 10.00

V o

i d s

R a

t i o , e



Pc



Project:


Serial No.Cell

Pressure σ 3


DeviatoricStress at

Failure, d



Strain atFailure,ε


1 0.50 1.99 0.156 0.656 8.36 11.00

2 1.00 3.10 0.241 1.241 9.12 12.00

3 1.50 3.90 0.299 1.799 9.88 13.00


State of Sample:

Height of Specimen:

Date:Bore Hole No.:



Location: --------


Moisture Content:





0.0

0.5

1.0

1.5

2.0

0.0 0.5 1.0 1.5 2.0





------------

W e t D e n s i t y

D r y D e n s i t y

G r a v e l %

S a n d %

S i l t %

C l a y %

L i q u i d %

P l a s t i c %


T y p e

C o

h e s i o n C u

k g / c m 2

D e g r e e

φ


( L a b )


BH - 05 3.00 - 3.60 SPT 2 ----- ----- ----- SP-SM 40 52 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- -----

BH - 05 4.50 - 5.10 SPT 3 ----- ----- ----- CH 2 12 34 52 80 29 51 ----- ----- ----- ----- ----- 70 ----- ----- ----- -----

BH - 05 6.00 - 6.50 UDS 1 1.63 1.02 59.36 CH 0 12 27 61 97 33 64 ----- TUU 0.19 4.12 ----- ----- ----- 0.42 1.57 2.63




Undrained Cohesion




Effective Cohesion


8

Permeability Test

Chemical Analysis

Consistency Limits


Location :


S a m p l e T y p e

Compaction Test



Project :

DATE:



k g / c m 2

R e m a r k s


D e p t h i n m

.

Density(Remoulded)

gm/ cm 3



C o n t e n t , w

%

C u


T e s t K g / c m

2

3228Job. No. :

Free Swell Test

Direct Shear


Mechanical Analysis

05.07.2012


FLB 04

Shear Test



Particle

% % % % mm mm mm

BH - 05 3 .00 - 3.60 SP-SM 40 52 0.12 1.50 4.70 39.17 3.99 ----- ----- ----- SPT 2

BH - 05 4 .50 - 5.10 CH 2 12 34 52 ----- ----- ----- ----- ----- 80 29 51 SPT 3

BH - 05 6 .00 - 6.50 CH 0 12 27 61 ----- ----- ----- ----- ----- 97 33 64 UDS 1

8


p

------------

Φ 3 0 %

Symbol


w or k



Gravel Sand Clay

J o b

N o .

:

Depth in m. Φ


Cc

D302/(D 60*D

10 )

3 2 2 8

DB

M G E O


Classifi--cation

( IS )

Size(mm)

L o c a t i o n :

G R A I N S I Z E D



l

P r o j e c t :

Bore HoleNo.

Silt Φ

6 0 %




D10

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110



GRAVELFC

SANDC M F

SILT CLAY

80.0 20.0 4.75 2.00 0.425 75x10 -3 2x10 -3




Location: ----------- Date: 04.09.2012


PressureIncrement

Coefficientof

consolidation Cv


compressibiltymv

Permeability (K)



0.1 1.57253130.25 1.53008450.5 1.4683438

1 1.37959152 1.25225124 1.1249109

2 1.14291861 1.16349880.5 1.1763615

0.25 1.19179670.1 1.2020868

0 00 00 00 00 00 0



CONSOLIDATION TEST




1.10

1.15

1.20

1.25

1.30

1.35

1.40

1.45

1.50

1.55

1.60

0.10 1.00 10.00

V o

i d s

R a

t i o , e



Pc



Project:


Serial No.Cell

Pressure σ 3


DeviatoricStress at

Failure, d



Strain atFailure,ε


1 0.50 5.80 0.455 0.955 8.36 11.00

2 1.00 6.76 0.524 1.524 9.12 12.00

3 1.50 7.79 0.598 2.098 9.88 13.00


State of Sample:

Height of Specimen:

Date:Bore Hole No.:



Location: --------


Moisture Content:





0.0

0.5

1.0

1.5

2.0

2.5

0.0 0.5 1.0 1.5 2.0 2.5





------------

W e t D e n s i t y

D r y D e n s i t y

G r a v e l %

S a n d %

S i l t %

C l a y %

L i q u i d %

P l a s t i c %


T y p e

C o

h e s i o n C u

k g / c m 2

D e g r e e

φ


( L a b )


BH - 08 3.00 - 3.60 SPT 2 ----- ----- ----- CI 0 19 39 42 48 22 26 ----- ----- ----- ----- ----- 30 ----- ----- ----- 2.64

BH - 08 4.50 - 5.00 UDS 1 1.56 0.91 71.26 CH 0 10 26 64 111 34 77 ----- TUU 0.13 2.86 ----- ----- ----- ----- ----- -----

BH - 08 7.50 - 8.00 UDS 2 1.57 0.93 68.13 CH 2 17 31 50 105 35 70 ----- TUU 0.12 4.57 ----- ----- ----- ----- ----- -----

BH - 08 10.50 - 11.10 SPT 5 ----- ----- ----- SC 14 39 20 27 36 20 16 ----- ----- ----- ----- ----- ----- ----- ----- ----- -----




Undrained Cohesion




Effective Cohesion


Mechanical Analysis

05.07.2012


FLB 04

Shear Test

3228Job. No. :

Free Swell Test

Direct Shear


DATE:



k g / c m 2

R e m a r k s


D e p t h i n m

.

Density

gm/ cm 3



C o n t e n t , w

%

C u


T e s t K g / c m

2


Location :


S a m p l e T y p e

Compaction Test



Project :

Permeability Test

Chemical Analysis

Consistency Limits



Particle

% % % % mm mm mm

BH - 08 3 .00 - 3.60 CI 0 19 39 42 ----- ----- ----- ----- ----- 48 22 26 SPT 2

BH - 08 4 .50 - 5.00 CH 0 10 26 64 ----- ----- ----- ----- ----- 111 34 77 UDS 1

B H - 08 7 .50 - 8. 00 CH 2 17 31 50 ----- ----- ----- ----- ----- 105 35 70 UDS 2

BH - 08 10.50 - 11.10 SC 14 39 20 27 ----- ----- ----- ----- ----- 36 20 16 SPT 5

Φ 3 0 %

Bore HoleNo.

Silt Φ

6 0 %




D10

DB

M G E O


Classifi--cation

( IS )

Size(mm)

L o c a t i o n :

G R A I N S I Z E D



l

P r o j e c t :

J o b

N o .

:

Depth in m. Φ


Cc

D302/(D 60*D

10 )

3 2 2 8

Symbol




u a y -

7 ( E Q-7 ) B er t h i n

t h e


Gravel Sand Clay


p

------------

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110



GRAVELFC

SANDC M F

SILT CLAY

80.0 20.0 4.75 2.00 0.425 75x10 -3 2x10 -3




Location: ----------- Date: 07.09.2012

Bore Hole No./Trial Pit No.: BH - 08 Dia.of Specimen: 60 mmDepth in M.: 4.50 - 5.00 Height of specimen: 20 mmType of Samples: UDS - 1

PressureIncrement

Coefficientof

consolidation Cv


compressibiltymv

Permeability (K)



0.1 1.89097430.25 1.7960.5 1.656

1 1.4242 1.194 0.9470712

2 0.96297161 0.98899030.5 1.0092272

0.25 1.0265730.1 1.0439188

0 00 00 00 00 00 0

Job No.: 3228Checked By: PRA JEET N.DBM GEOTECHNICS AND CONSTRUCTIONS PVT. LTD.


CONSOLIDATION TEST



0.90

0.95

1.00

1.05

1.10

1.15

1.20

1.25

1.30

1.35

1.40

1.45

1.50

1.55

1.60

1.65

1.70

1.75

1.80

1.85

1.90

1.95

2.00

0.10 1.00 10.00

V o

i d s

R a

t i o , e



Pc




Location: ----------- Date: 07.09.2012


PressureIncrement

Coefficientof

consolidation Cv


compressibiltymv

Permeability (K)



0.1 1.82715410.25 1.78474680.5 1.72

1 1.62 1.4444 1.255

2 1.26879121 1.29140840.5 1.3253343

0.25 1.34512440.1 1.3606737

0 00 00 00 00 00 0

Job No.: 3228Checked By: PRA JEET N.


CONSOLIDATION TEST




1.20

1.25

1.30

1.35

1.40

1.45

1.50

1.55

1.60

1.65

1.70

1.75

1.80

1.85

1.90

0.10 1.00 10.00

V o

i d s

R a

t i o , e



Pc



Project:


Serial No.Cell

Pressure σ 3


DeviatoricStress at

Failure, d



Strain atFailure,ε


1 0.50 4.29 0.337 0.837 8.36 11.00

2 1.00 5.01 0.389 1.389 9.12 12.00

3 1.50 5.80 0.445 1.945 9.88 13.00



Location: --------


Moisture Content:


State of Sample:

Height of Specimen:

Date:Bore Hole No.:


JOB No. 3228Checked By: Ravi ADBM GEOTECHNICS AND CONSTRUCTIONS PVT. LTD.


0.0

0.5

1.0

1.5

2.0

0.0 0.5 1.0 1.5 2.0





Project:


Serial No.Cell

Pressure σ 3


DeviatoricStress at

Failure, d



Strain atFailure,ε


1 0.50 4.69 0.376 0.876 6.84 9.00

2 1.00 5.57 0.442 1.442 7.60 10.00

3 1.50 6.68 0.524 2.024 8.36 11.00

Geotechnical Investigation work for Proposed Project at EQ -07 Jetty,Vizag


Location: --------


Moisture Content:


State of Sample:

Height of Specimen:

Date:Bore Hole No.:




0.0

0.5

1.0

1.5

2.0

2.5

0.0 0.5 1.0 1.5 2.0 2.5





------------

W e t D e n s i t y

D r y D e n s i t y

G r a v e l %

S a n d %

S i l t %

C l a y %

L i q u i d %

P l a s t i c %


T y p e

C o

h e s i o n C u

k g / c m 2

D e g r e e

φ


( L a b )


BH - 10 3.00 - 3.60 SPT 2 ----- ----- ----- CH 0 20 33 47 62 27 35 ----- ----- ----- ----- ----- 35 ----- ----- ----- -----

BH - 10 6.00 - 6.50 UDS 1 1.74 1.21 43.91 CH 9 36 21 34 67 29 38 ----- TUU 0.26 4.8 ----- ----- ----- 0.44 1.19 2.65

BH - 10 9.00 - 9.60 SPT 3 ----- ----- ----- CH 0 8 34 58 82 31 51 ----- ----- ----- ----- ----- ----- ----- ----- ----- -----




Undrained Cohesion




Effective Cohesion


Mechanical Analysis

05.07.2012


FLB 04

Shear Test

3228Job. No. :

Free Swell Test

Direct Shear


DATE:



k g / c m 2

R e m a r k s


D e p t h i n m

.

Density

gm/ cm 3



C o n t e n t , w

%

C u


T e s t K g / c m

2


Location :


S a m p l e T y p e

Compaction Test



Project :

Permeability Test

Chemical Analysis

Consistency Limits



Particle

% % % % mm mm mm

BH - 10 3 .00 - 3.60 CH 0 20 33 47 ----- ----- ----- ----- ----- 62 27 35 SPT 2

BH - 10 6 .00 - 6.50 CH 9 36 21 34 ----- ----- ----- ----- ----- 67 29 38 UDS 1

BH - 10 9 .00 - 9.60 CH 0 8 34 58 ----- ----- ----- ----- ----- 82 31 51 SPT 3

Φ 3 0 %

Bore HoleNo.

Silt Φ

6 0 %




D10

DB

M G E O


Classifi--cation

( IS )

Size(mm)

L o c a t i o n :

G R A I N S I Z E D



l

P r o j e c t :

J o b

N o .

:

Depth in m. Φ


Cc

D302/(D 60*D

10 )

3 2 2 8

Symbol


w or k



Gravel Sand Clay


p

------------

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110



GRAVELFC

SANDC M F

SILT CLAY

80.0 20.0 4.75 2.00 0.425 75x10 -3 2x10 -3




Location: ----------- Date: 31.08.2012

Bore Hole No./Trial Pit No.: BH-10 Dia.of Specimen: 60 mmDepth in M.: 6.00 - 6.50 Height of specimen: 20 mmType of Samples: UDS-01

PressureIncrement

Coefficientof

consolidation Cv


compressibiltymv

Permeability (K)



0.1 1.18921640.25 1.12353990.5 1.0567688

1 0.9552 0.8264 0.6944535

2 0.70321041 0.71634570.5 0.7305756

0.25 0.74371090.1 0.7535624

0 00 00 00 00 00 0

Job No.: 3228Checked By:DBM GEOTECHNICS AND CONSTRUCTIONS PVT. LTD.


CONSOLIDATION TEST



0.68

0.73

0.78

0.83

0.88

0.93

0.98

1.03

1.08

1.13

1.18

1.23

0.10 1.00 10.00

V o

i d s

R a

t i o , e



Pc



Project:


Serial No.Cell

Pressure σ 3


DeviatoricStress at

Failure, d



Strain atFailure,ε


1 0.50 8.13 0.646 1.146 7.60 10.00

2 1.00 9.37 0.727 1.727 9.12 12.00

3 1.50 10.60 0.813 2.313 9.88 13.00


State of Sample:

Height of Specimen:

Date:Bore Hole No.:



Location: --------


Moisture Content:





0.0

0.5

1.0

1.5

2.0

2.5

0.0 0.5 1.0 1.5 2.0 2.5





------------

W e t D e n s i t y

D r y D e n s i t y

G r a v e l %

S a n d %

S i l t %

C l a y %

L i q u i d %

P l a s t i c %


T y p e

C o

h e s i o n C u

k g / c m 2

D e g r e e

φ


( L a b )


BH - 11 3.00 - 3.60 SPT 2 ----- ----- ----- CH 0 18 32 50 69 30 39 ----- ----- ----- ----- ----- ----- ----- ----- ----- -----

BH - 11 4.50 - 5.00 UDS 1 1.66 1.08 54.17 CH 0 12 30 58 72 29 43 ----- TUU 0.14 3.43 ----- 44 ----- ----- ----- 2.63

BH - 11 9.00 - 9.60 SPT 5 ----- ----- ----- SM 23 50 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- -----




Undrained Cohesion




Effective Cohesion



D e p t h i n m

.

Density

gm/ cm 3

FLB 04

Chemical Analysis



C o n t e n t , w

%

Shear Test

18.08.2012

Mechanical AnalysisVertical

Consolidation

DATE:



k g / c m 2

3228Job. No. :

Free Swell Test

Direct Shear


Compaction Test

Permeability Test


R e m a r k s

C u


T e s t K g / c m

2


Consistency Limits


S a m p l e T y p e

27

Location :


Project :



Particle

% % % % mm mm mm

BH - 11 3.00 - 3.60 CH 0 18 32 50 ----- ----- ----- ----- ----- 69 30 39 SPT 2

BH - 11 4.50 - 5.00 CH 0 12 30 58 ----- ----- ----- ----- ----- 72 29 43 UDS 1

BH - 11 9.00 - 9.60 SM 23 50 ----- ----- ----- ----- ----- ----- ----- ----- SPT 5


R e m a r k s

L o c a t i o n :


l

DB

M G E O


Classifi--cation

( IS )

Size(mm)

J o b

N o .

:

------------

Symbol Φ

3 0 %

Bore HoleNo.

Silt

3 2 2 8

Sand Clay

Depth in m. Φ


Cc

D302/(D 60*D

10 )

P r o j e c t :


p


D10

G R A I N S I Z E D


Gravel Φ

6 0 %




u a y -

7 ( E Q-7 ) B er t h i n

t h e


27

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110



GRAVELFC

SANDC M F

SILT CLAY

80.0 20.0 4.75 2.00 0.425 75x10 -3 2x10 -3



Project:

1.25 mm/min 18.08.201238.00 mm BH - 1176.00 mm 4.50 - 5.001.08 g/cm 3 TUU54.17 % UDS 01

Serial No.Cell

Pressure σ 3


DeviatoricStress at

Failure, d



Strain atFailure,ε


1 0.50 4.53 0.363 0.863 6.84 9.00

2 1.00 5.41 0.429 1.429 7.60 10.00

3 1.50 6.28 0.493 1.993 8.36 11.00


State of Sample:

Height of Specimen:

Date:Bore Hole No.:



Location: --------


Moisture Content:





0.0

0.5

1.0

1.5

2.0

.

0.0 0.5 1.0 1.5 2.0 2.5





------------

W e t D e n s i t y

D r y D e n s i t y

G r a v e l %

S a n d %

S i l t %

C l a y %

L i q u i d %

P l a s t i c %


T y p e

C o

h e s i o n C u

k g / c m 2

D e g r e e

φ


( L a b )


BH - 12 3.00 - 3.60 SPT 2 ----- ----- ----- CH 0 9 29 62 93 38 55 ----- ----- ----- ----- ----- 70 ----- ----- ----- -----

BH - 12 4.50 - 5.00 UDS 1 1.52 0.86 77.35 CH 1 5 30 65 116 43 73 ----- TUU 0.11 4.11 ----- ----- ----- ----- ----- -----

BH - 12 7.50 - 8.10 SPT 4 ----- ----- ----- CH 0 4 30 66 75 33 42 ----- ----- ----- ----- ----- ----- ----- ----- ----- 2.60

BH - 12 9.00 - 9.50 UDS 2 1.47 0.77 90.026 CH 0 14 25 61 101 41 60 ----- ----- ----- ----- ----- ----- ----- 1.02 2.40 2.63




Undrained Cohesion




Effective Cohesion


Mechanical Analysis

05.07.2012


FLB 04

Shear Test

3228Job. No. :

Free Swell Test

Direct Shear


DATE:



k g / c m 2

R e m a r k s


D e p t h i n m

.

Density(Remoulded)

gm/ cm 3



C o n t e n t , w

%

C u


T e s t K g / c m

2


Location :


S a m p l e T y p e

Compaction Test



Project :

Permeability Test

Chemical Analysis

Consistency Limits



Particle

% % % % mm mm mm

BH - 12 3 .00 - 3.60 CH 0 9 29 62 ----- ----- ----- ----- ----- 93 38 55 SPT 2

BH - 12 4 .50 - 5.00 CH 1 5 30 65 ----- ----- ----- ----- ----- 116 43 73 UDS 1

BH - 12 7 .50 - 8.10 CH 0 4 30 66 ----- ----- ----- ----- ----- 75 33 42 SPT 4

BH - 12 9 .00 - 9.50 CH 0 14 25 61 ----- ----- ----- ----- ----- 101 41 60 UDS 2

Φ 3 0 %

Bore HoleNo.

Silt Φ

6 0 %




D10

DB

M G E O


Classifi--cation

( IS )

Size(mm)

L o c a t i o n :

G R A I N S I Z E D



l

P r o j e c t :

J o b

N o .

:

Depth in m. Φ


Cc

D302/(D 60*D

10 )

3 2 2 8

Symbol


w or k



Gravel Sand Clay


p

------------

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110



GRAVELFC

SANDC M F

SILT CLAY

80.0 20.0 4.75 2.00 0.425 75x10 -3 2x10 -3




Location: ----------- Date: 07.09.2012

Bore Hole No./Trial Pit No.: BH- -12 Dia.of Specimen: 60 mmDepth in M.: 4.50 - 5.00 Height of specimen: 20 mmType of Samples: UDS-01

PressureIncrement

Coefficientof

consolidation Cv


compressibiltymv

Permeability (K)



0.1 2.0570.25 1.97356870.5 1.845

1 1.652 1.444 1.2256065

2 1.23474661 1.25759670.5 1.2789236

0.25 1.29872710.1 1.3154838

0 00 00 00 00 00 0



CONSOLIDATION TEST




1.20

1.25

1.30

1.35

1.40

1.45

1.50

1.55

1.60

1.65

1.70

1.75

1.80

1.85

1.90

1.95

2.00

2.05

2.10

0.10 1.00 10.00

V o

i d s

R a

t i o , e



Pc




Location: ----------- Date: 04.09.2012


PressureIncrement

Coefficientof

consolidation Cv


compressibiltymv

Permeability (K)



0.1 2.39985650.25 2.3070.5 2.164

1 2.0062 1.7324 1.4240977

2 1.4393971 1.46489590.5 1.4835951

0.25 1.50909410.1 1.5226935

0 00 00 00 00 00 0



CONSOLIDATION TEST



1.20

1.25

1.30

1.35

1.40

1.45

1.50

1.55

1.60

1.65

1.70

1.75

1.80

1.85

1.90

1.95

2.00

2.05

2.10

2.15

2.20

2.252.30

2.35

2.40

2.45

2.50

0.10 1.00 10.00

V o

i d s

R a

t i o , e



Pc



Project:


Serial No.Cell

Pressure σ 3


DeviatoricStress at

Failure, d



Strain atFailure,ε


1 0.50 4.13 0.339 0.839 5.32 7.00

2 1.00 5.17 0.419 1.419 6.08 8.00


Diameter of Specimen:Rate of Strain :Location: --------


Moisture Content:


State of Sample:

Height of Specimen:

Date:Bore Hole No.:

. . . . . .




0.0

0.5

1.0

1.5

2.0

2.5

0.0 0.5 1.0 1.5 2.0 2.5





Particle

% % % % mm mm mm

BH - 14 3.00 - 3.60 CH 2 36 25 36 ----- ----- ----- ----- ----- 65 24 41 SPT 2

BH - 14 6.00 - 6.50 CH 1 30 29 40 ----- ----- ----- ----- ----- 63 26 37 UDS 1

BH - 14 9.00 - 9.60 CH 1 22 31 46 ----- ----- ----- ----- ----- 66 27 39 SPT 5


D10

G R A I N S I Z E D


Gravel Φ

6 0 %




u a y -

7 ( E Q-7 ) B er t h i n

t h e


3 2 2 8

Sand Clay

Depth in m. Φ


Cc

D302/(D 60*D

10 )

P r o j e c t :


p

DB

M G E O


Classifi--cation

( IS )

Size(mm)

J o b

N o .

:

------------

Symbol Φ

3 0 %

Bore HoleNo.

Silt


R e m a r k s

L o c a t i o n :


l

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110



GRAVELFC

SANDC M F

SILT CLAY

80.0 20.0 4.75 2.00 0.425 75x10 -3 2x10 -3



Project:


Serial No.Cell

Pressure σ 3


DeviatoricStress at

Failure, d



Strain atFailure,ε


State of Sample:

Height of Specimen:

Date:Bore Hole No.:

Geotechnical Investigation Work for the Proposed Installation of Mechanical Handling Facilities

at East Quay-7 (EQ-7) Berth in the inner harbour of Visakhapatnam Port Trust.



Moisture Content:


1 0.50 4.77 0.366 0.866 9.88 13.00

2 1.00 5.64 0.428 1.428 10.64 14.00

3 1.50 6.44 0.483 1.983 11.40 15.00

0.5

1.0

1.5

2.0

2.5








------------

W e t D e n s i t y

D r y D e n s i t y

G r a v e l %

S a n d %

S i l t %

C l a y %

L i q u i d %

P l a s t i c %


T y p e

C o

h e s i o n C u

k g / c m 2

D e g r e e

φ


( L a b )


BH - 15 3.00 - 3.60 SPT 2 ----- ----- ----- CH 3 22 30 45 68 29 39 ----- ----- ----- ----- ----- ----- ----- ----- ----- -----

BH - 15 4.50 - 5.00 UDS 1 1.55 0.93 66.78 CH 0 7 39 54 74 32 42 ----- TUU 0.11 3.66 ----- 42 ----- ----- ----- 2.63

BH - 15 10.50 - 11.10 SPT 6 ----- ----- ----- CH 9 14 29 48 70 30 40 ----- ----- ----- ----- ----- ----- ----- ----- ----- -----




Undrained Cohesion




Effective Cohesion



D e p t h i n m

.

Density

gm/ cm 3

FLB 04

Chemical Analysis



C o n t e n t , w

%

Shear Test

18.08.2012


Consolidation

DATE:



k g / c m 2

3228Job. No. :

Free Swell Test

Direct Shear


Compaction Test

Permeability Test

R e m a r k s

C u


T e s t K g / c m

2


Consistency Limits


S a m p l e T y p e

Location :


Project : Geotechnical Investigation W ork f or t he Proposed Installat ion of Mechanical Handling Facilit ies at East Quay-7 (EQ-7) Berth i n t he inner harbour of Visakhapatnam Port Trust.




Location: ----------- Date: 06.09.2012


PressureIncrement

Coefficientof

consolidation Cv


compressibiltymv

Permeability (K)



0.1 1.90667870.25 1.83255840.5 1.75

1 1.6152 1.4214 1.2279692

2 1.2439561 1.27011610.5 1.2919162

0.25 1.31226290.1 1.3311563

0 00 00 00 00 00 0



CONSOLIDATION TEST




1.20

1.25

1.30

1.35

1.40

1.45

1.50

1.55

1.60

1.65

1.70

1.75

1.80

1.85

1.90

1.95

2.00

0.10 1.00 10.00

V o

i d s

R a

t i o , e



Pc



Project:


Serial No.Cell

Pressure σ 3


DeviatoricStress at

Failure, d



Strain atFailure,ε


State of Sample:

Height of Specimen:

Date:Bore Hole No.:





Moisture Content:


1 0.50 3.66 0.290 0.790 7.60 10.00

2 1.00 4.53 0.355 1.355 8.36 11.00

3 1.50 5.41 0.420 1.920 9.12 12.00

0.5

1.0

1.5

2.0

2.5








Particle

% % % % mm mm mm

BH - 18 3 .00 - 3.60 CH 0 24 21 55 ----- ----- ----- ----- ----- 64 28 36 SPT 2

BH - 18 4 .50 - 5.00 CH 0 21 25 54 ----- ----- ----- ----- ----- 110 40 70 UDS 1

BH - 18 9 .00 - 9.50 CH 0 5 28 67 ----- ----- ----- ----- ----- 116 43 73 UDS 2

BH - 18 13.50 - 14.10 SC 1 55 20 24 ----- ----- ----- ----- ----- 44 21 23 SPT 7


p

------------

Symbol




u a y -

7 ( E Q-7 ) B er t h i n

t h e


Gravel Sand Clay

J o b

N o .

:

Depth in m. Φ


Cc

D302/(D 60*D

10 )

3 2 2 8

DB

M G E O


Classifi--cation

( IS )

Size(mm)

L o c a t i o n :

G R A I N S I Z E D



l

P r o j e c t :

Φ 3 0 %

Bore HoleNo.

Silt Φ

6 0 %




D10

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110



GRAVELFC

SANDC M F

SILT CLAY

80.0 20.0 4.75 2.00 0.425 75x10 -3 2x10 -3



Project:


Serial No.Cell

Pressure σ 3


DeviatoricStress at

Failure, d



Strain atFailure,ε





Moisture Content:


State of Sample:

Height of Specimen:

Date:Bore Hole No.:


1 0.50 3.98 0.315 0.815 7.60 10.00

2 1.00 4.93 0.387 1.387 8.36 11.00

3 1.50 6.28 0.487 1.987 9.12 12.00

0.5

1.0

1.5

2.0

2.5







------------

W e t D e n s i t y

D r y D e n s i t y

G r a v e l %

S a n d %

S i l t %

C l a y %

L i q u i d %

P l a s t i c %


T y p e

C o

h e s i o n C u

k g / c m 2

D e g r e e

φ


( L a b )


BH - 19 3.00 - 3.60 SPT 2 ----- ----- ----- CH 1 12 30 57 61 27 34 ----- ----- ----- ----- ----- ----- ----- ----- ----- -----

BH - 19 4.50 - 5.00 UDS 1 1.68 1.11 50.92 CH 1 19 29 51 84 35 49 ----- TUU 0.22 4.34 ----- 55 ----- ----- ----- -----

BH - 19 9.00 - 9.60 SPT 5 ----- ----- ----- CH 0 12 32 56 63 22 41 ----- ----- ----- ----- ----- ----- ----- ----- ----- 2.63




Undrained Cohesion




Effective Cohesion


Permeability Test

Chemical Analysis

Consistency Limits


Location :


S a m p l e T y p e

Compaction Test



Project :

DATE:



k g / c m 2

R e m a r k s


D e p t h i n m

.

Density

gm/ cm 3



C o n t e n t , w

%

C u


T e s t K g / c m

2

3228Job. No. :

Free Swell Test

Direct Shear


Mechanical Analysis

05.07.2012


FLB 04

Shear Test



Particle

% % % % mm mm mm

BH - 19 3 .00 - 3.60 CH 1 12 30 57 ----- ----- ----- ----- ----- 61 27 34 SPT 2

BH - 19 4 .50 - 5.00 CH 1 19 29 51 ----- ----- ----- ----- ----- 84 35 49 UDS 1

BH - 19 9 .00 - 9.60 CH 0 12 32 56 ----- ----- ----- ----- ----- 63 22 41 SPT 5


p

------------

Symbol


w or k



Gravel Sand Clay

J o b

N o .

:

Depth in m. Φ


Cc

D302/(D 60*D

10 )

3 2 2 8

DB

M G E O


Classifi--cation

( IS )

Size(mm)

L o c a t i o n :

G R A I N S I Z E D



l

P r o j e c t :

Φ 3 0 %

Bore HoleNo.

Silt Φ

6 0 %




D10

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110



GRAVELFC

SANDC M F

SILT CLAY

80.0 20.0 4.75 2.00 0.425 75x10 -3 2x10 -3




Location: ----------- Date: 07.09.2012


PressureIncrement

Coefficientof

consolidation Cv


compressibiltymv

Permeability (K)



0.1 1.37853740.25 1.290.5 1.169

1 0.9962 0.84 0.6031342

2 0.62810891 0.66259760.5 0.6840045

0.25 0.7042220.1 0.7208718

0 00 00 00 00 00 0



CONSOLIDATION TEST




0.50

0.55

0.60

0.65

0.70

0.75

0.80

0.85

0.90

0.95

1.00

1.05

1.10

1.15

1.20

1.25

1.30

1.35

1.40

1.45

0.10 1.00 10.00

V o

i d s

R a

t i o , e



Pc



Project:


Serial No.Cell

Pressure σ 3


DeviatoricStress at

Failure, d



Strain atFailure,ε


State of Sample:

Height of Specimen:

Date:Bore Hole No.:





Moisture Content:


1 0.50 7.71 0.598 1.098 9.12 12.00

2 1.00 8.59 0.659 1.659 9.88 13.00

3 1.50 9.62 0.729 2.229 10.64 14.00

0.5

1.0

1.5

2.0

2.5








------------

W e t D e n s i t y

D r y D e n s i t y

G r a v e l %

S a n d %

S i l t %

C l a y %

L i q u i d %

P l a s t i c %


T y p e

C o

h e s i o n C u

k g / c m 2

D e g r e e

φ


( L a b )


BH - 20 3.00 - 3.60 SPT 2 ----- ----- ----- CH 0 15 35 50 73 33 40 ----- ----- ----- ----- ----- ----- ----- ----- ----- -----

BH - 20 4.50 - 5.00 UDS 1 1.63 1.02 60.24 CH 0 4 40 56 76 35 41 ----- TUU 0.14 5.93 ----- 48 ----- ----- ----- 2.65

BH - 20 9.00 - 9.60 SPT 5 ----- ----- ----- CH 0 12 35 53 74 32 42 ----- ----- ----- ----- ----- ----- ----- ----- ----- -----




Undrained Cohesion




Effective Cohesion



D e p t h i n m

.

Density

gm/ cm 3

FLB 04

Chemical Analysis



C o n t e n t , w

%

Shear Test

18.08.2012


Consolidation

DATE:



k g / c m 2

3228Job. No. :

Free Swell Test

Direct Shear


Compaction Test

Permeability Test

R e m a r k s

C u


T e s t K g / c m

2


Consistency Limits


S a m p l e T y p e

Location :





Project:


Serial No.Cell

Pressure σ 3


DeviatoricStress at

Failure, d



Strain atFailure,ε


State of Sample:

Height of Specimen:

Date:Bore Hole No.:





Moisture Content:


1 0.50 4.85 0.381 0.881 8.36 11.00

2 1.00 5.72 0.444 1.444 9.12 12.00

3 1.50 6.60 0.506 2.006 9.88 13.00

0.5

1.0

1.5

2.0

2.5








------------

W e t D e n s i t y

D r y D e n s i t y

G r a v e l %

S a n d %

S i l t %

C l a y %

L i q u i d %

P l a s t i c %


T y p e

C o

h e s i o n C u

k g / c m 2

D e g r e e

φ


( L a b )


BH - 21 3.00 - 3.60 SPT 2 ----- ----- ----- CH 0 38 23 39 53 26 27 ----- ----- ----- ----- ----- 40 ----- ----- ----- -----

BH - 21 4.50 - 5.00 UDS 1 1.60 0.99 61.73 CH 0 3 35 62 93 36 57 ----- TUU 0.17 3.2 ----- ----- ----- ----- ----- -----

BH - 21 7.50 - 8.10 SPT 4 ----- ----- ----- CH 0 11 32 57 87 32 55 ----- ----- ----- ----- ----- ----- ----- ----- ----- 2.61




Undrained Cohesion




Effective Cohesion


Permeability Test

Chemical Analysis

Consistency Limits


Location :


S a m p l e T y p e

Compaction Test



Project :

DATE:



k g / c m 2

R e m a r k s


D e p t h i n m

.

Density

gm/ cm 3



C o n t e n t , w

%

C u


T e s t K g / c m

2

3228Job. No. :

Free Swell Test

Direct Shear


Mechanical Analysis

05.07.2012


FLB 04

Shear Test



Particle

% % % % mm mm mm

BH - 21 3 .00 - 3.60 CH 0 38 23 39 ----- ----- ----- ----- ----- 53 26 27 SPT 2

BH - 21 4 .50 - 5.00 CH 0 3 35 62 ----- ----- ----- ----- ----- 93 36 57 UDS 1

BH - 21 7 .50 - 8.10 CH 0 11 32 57 ----- ----- ----- ----- ----- 87 32 55 SPT 4


p

------------

Symbol




u a y -

7 ( E Q-7 ) B er t h i n

t h e


Gravel Sand Clay

J o b

N o .

:

Depth in m. Φ


Cc

D302/(D 60*D

10 )

3 2 2 8

DB

M G E O


Classifi--cation

( IS )

Size(mm)

L o c a t i o n :

G R A I N S I Z E D



l

P r o j e c t :

Φ 3 0 %

Bore HoleNo.

Silt Φ

6 0 %




D10

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110



GRAVELFC

SANDC M F

SILT CLAY

80.0 20.0 4.75 2.00 0.425 75x10 -3 2x10 -3



Project:


Serial No.Cell

Pressure σ 3


DeviatoricStress at

Failure, d



Strain atFailure,ε





Moisture Content:


State of Sample:

Height of Specimen:

Date:Bore Hole No.:


1 0.50 5.33 0.423 0.923 7.60 10.00

2 1.00 6.28 0.493 1.493 8.36 11.00

3 1.50 7.16 0.555 2.055 9.12 12.00

0.5

1.0

1.5

2.0

2.5







------------

W e t D e n s i t y

D r y D e n s i t y

G r a v e l %

S a n d %

S i l t %

C l a y %

L i q u i d %

P l a s t i c %


T y p e

C o

h e s i o n C u

k g / c m 2

D e g r e e

φ


( L a b )


BH - 23 3.00 - 3.60 SPT 2 ----- ----- ----- SM 22 43 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- -----

BH - 23 6.00 - 6.50 UDS 1 1.65 1.06 55.16 CH 3 17 31 49 67 29 38 ----- TUU 0.21 3.66 ----- 40 ----- 0.31 1.47 2.63

BH - 23 10.50 - 11.10 SPT 6 ----- ----- ----- SM 5 68 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- -----




Undrained Cohesion




Effective Cohesion


35

27

Permeability Test

Chemical Analysis

Consistency Limits


Location :


S a m p l e T y p e

Compaction Test



Project :

DATE:



k g / c m 2

R e m a r k s


D e p t h i n m

.

Density(Remoulded)

gm/ cm 3



C o n t e n t , w

%

C u


T e s t K g / c m

2

3228Job. No. :

Free Swell Test

Direct Shear


Mechanical Analysis

05.07.2012


FLB 04

Shear Test




Location: ----------- Date: 03.09.2012


PressureIncrement

Coefficientof

consolidation Cv


compressibiltymv

Permeability (K)



0.1 1.47465620.25 1.45733360.5 1.43

1 1.3772 1.2984 1.2036813

2 1.21481731 1.23213990.5 1.2469878

0.25 1.26307310.1 1.2717344

0 00 00 00 00 00 0



CONSOLIDATION TEST




1.20

1.25

1.30

1.35

1.40

1.45

1.50

0.10 1.00 10.00

V o

i d s

R a

t i o , e



Pc



Project:


Serial No.Cell

Pressure σ 3


DeviatoricStress at

Failure, d



Strain atFailure,ε


State of Sample:

Height of Specimen:

Date:Bore Hole No.:





Moisture Content:


1 0.50 6.68 0.524 1.024 8.36 11.00

2 1.00 7.63 0.592 1.592 9.12 12.00

3 1.50 8.67 0.665 2.165 9.88 13.00

0.5

1.0

1.5

2.0

2.5









Location: ----------- Date: 06.09.2012


PressureIncrement

Coefficientof

consolidation Cv


compressibiltymv

Permeability (K)



0.1 1.71368410.25 1.61599150.5 1.469

1 1.2822 1.05697254 0.8290231

2 0.85751681 0.89686520.5 0.9212883

0.25 0.94435460.1 0.9633504

0 00 00 00 00 00 0



CONSOLIDATION TEST



0.80

0.85

0.90

0.95

1.00

1.05

1.10

1.15

1.20

1.25

1.30

1.35

1.40

1.45

1.50

1.55

1.60

1.65

1.70

1.75

1.80

0.10 1.00 10.00

V o

i d s

R a

t i o , e



Pc



Project:


Serial No.Cell

Pressure σ 3


DeviatoricStress at

Failure, d



Strain atFailure,ε





Moisture Content:


State of Sample:

Height of Specimen:

Date:Bore Hole No.:


1 0.50 5.17 0.405 0.905 8.36 11.00

2 1.00 6.04 0.469 1.469 9.12 12.00

3 1.50 7.00 0.537 2.037 9.88 13.00

0.5

1.0

1.5

2.0

2.5







------------

W e t D e n s i t y

D r y D e n s i t y

G r a v e l %

S a n d %

S i l t %

C l a y %

L i q u i d %

P l a s t i c %


T y p e

C o

h e s i o n C u

k g / c m 2

D e g r e e

φ


( L a b )


BH - 26 4.50 - 5.10 SPT 3 ----- ----- ----- CH 1 34 26 39 75 31 44 ----- ----- ----- ----- ----- ----- ----- ----- ----- -----

BH - 26 6.00 - 6.50 UDS 1 1.49 0.81 84.76 CH 7 5 37 51 86 34 52 ----- TUU 0.07 3.43 ----- 45 ----- ----- ----- 2.61

BH - 26 7.50 - 8.10 SPT 4 ----- ----- ----- CH 1 33 26 40 73 32 41 ----- ----- ----- ----- ----- ----- ----- ----- ----- -----




Undrained Cohesion




Effective Cohesion


Location :



R e m a r k s

C u


T e s t K g / c m

2


Consistency Limits


S a m p l e T y p e

3228Job. No. :

Free Swell Test

Direct Shear


Compaction Test

Permeability Test

Chemical Analysis



C o n t e n t , w

%

Shear Test

18.08.2012


Consolidation

DATE:



k g / c m 2


D e p t h i n m

.

Density

gm/ cm 3

FLB 04



Particle

% % % % mm mm mm

BH - 26 4 .50 - 5.10 CH 1 34 26 39 ----- ----- ----- ----- ----- 75 31 44 SPT 3

BH - 26 6 .00 - 6.50 CH 7 5 37 51 ----- ----- ----- ----- ----- 86 34 52 UDS 1

BH - 26 7 .50 - 8.10 CH 1 33 26 40 ----- ----- ----- ----- ----- 73 32 41 SPT 4


D10

G R A I N S I Z E D


Gravel Φ

6 0 %




u a y -

7 ( E Q-7 ) B er t h i n

t h e


3 2 2 8

Sand Clay

Depth in m. Φ


Cc

D302/(D 60*D

10 )

P r o j e c t :


p

DB

M G E O


Classifi--cation

( IS )

Size(mm)

J o b

N o .

:

------------

Symbol Φ

3 0 %

Bore HoleNo.

Silt


R e m a r k s

L o c a t i o n :


l

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110



GRAVELFC

SANDC M F

SILT CLAY

80.0 20.0 4.75 2.00 0.425 75x10 -3 2x10 -3



0.6904 0.0789 1.2533 0.1049 1.8053 0.1265 135.00000.6970 0.0717 1.2621 0.0954 1.8159 0.1150 140.00000.7029 0.0640 1.2700 0.0851 1.8254 0.1026 145.0000

0.7081 0.0558 1.2769 0.0742 1.8337 0.0894 150.00000.7126 0.0472 1.2829 0.0627 1.8409 0.0756 155.00000.7163 0.0382 1.2878 0.0508 1.8469 0.0612 160.00000.7193 0.0289 1.2917 0.0384 1.8516 0.0463 165.00000.7214 0.0194 1.2945 0.0258 1.8550 0.0311 170.00000.7226 0.0097 1.2962 0.0129 1.8570 0.0156 175.00000.7231 0.0000 1.2968 0.0000 1.8577 0.0000 180.0000



------------

W e t D e n s i t y

D r y D e n s i t y

G r a v e l %

S a n d %

S i l t %

C l a y %

L i q u i d %

P l a s t i c %


T y p e

C o

h e s i o n C u

k g / c m 2

D e g r e e

φ


( L a b )


BH - 28 1.50 - 2.10 SPT 1 ----- ----- ----- CH 0 20 38 42 63 28 35 ----- ----- ----- ----- ----- 42 ----- ----- ----- 2.63




Undrained Cohesion




Effective Cohesion



D e p t h i n m

.

Density

gm/ cm 3

FLB 04

Chemical Analysis



C o n t e n t , w

%

Shear Test

18.08.2012


Consolidation

DATE:



k g / c m 2

3228Job. No. :

Free Swell Test

Direct Shear


Compaction Test

Permeability Test

R e m a r k s

C u


T e s t K g / c m

2


Consistency Limits


S a m p l e T y p e

Location :





Particle

% % % % mm mm mm

BH - 28 1.5 0 - 2.10 CH 0 20 38 42 ----- ----- ----- ----- ----- 63 28 35 SPT 1


R e m a r k s

L o c a t i o n :


l

DB

M G E O


Classifi--cation

( IS )

Size(mm)

J o b

N o .

:

------------

Symbol Φ

3 0 %

Bore HoleNo.

Silt

3 2 2 8

Sand Clay

Depth in m. Φ


Cc

D302/(D 60*D

10 )

P r o j e c t :


p


D10

G R A I N S I Z E D


Gravel Φ

6 0 %




u a y -

7 ( E Q-7 ) B er t h i n

t h e


0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110



GRAVELFC

SANDC M F

SILT CLAY

80.0 20.0 4.75 2.00 0.425 75x10 -3 2x10 -3



------------

W e t D e n s i t y

D r y D e n s i t y

G r a v e l %

S a n d %

S i l t %

C l a y %

L i q u i d %

P l a s t i c %


T y p e

C o

h e s i o n C u

k g / c m 2

D e g r e e

φ


( L a b )


BH - 29 3.00 - 3.60 SPT 2 ----- ----- ----- CH 0 9 43 48 64 31 33 ----- ----- ----- ----- ----- ----- ----- ----- ----- -----

BH - 29 4.50 - 5.00 UDS 1 1.68 1.12 50.29 CH 0 10 40 50 68 33 35 ----- TUU 0.28 5.48 ----- 43 ----- ----- ----- 2.64




Undrained Cohesion




Effective Cohesion


Location :



R e m a r k s

C u


T e s t K g / c m

2


Consistency Limits


S a m p l e T y p e

3228Job. No. :

Free Swell Test

Direct Shear


Compaction Test

Permeability Test

Chemical Analysis



C o n t e n t , w

%

Shear Test

18.08.2012


Consolidation

DATE:



k g / c m 2


D e p t h i n m

.

Density

gm/ cm 3

FLB 04



Particle

% % % % mm mm mm

BH - 29 3 .00 - 3.60 CH 0 9 43 48 ----- ----- ----- ----- ----- 64 31 33 SPT 2

BH - 29 4 .50 - 5.00 CH 0 10 40 50 ----- ----- ----- ----- ----- 68 33 35 UDS 1


D10

G R A I N S I Z E D


Gravel Φ

6 0 %




u a y -

7 ( E Q-7 ) B er t h i n

t h e


3 2 2 8

Sand Clay

Depth in m. Φ


Cc

D302/(D 60*D

10 )

P r o j e c t :


p

DB

M G E O


Classifi--cation

( IS )

Size(mm)

J o b

N o .

:

------------

Symbol Φ

3 0 %

Bore HoleNo.

Silt


R e m a r k s

L o c a t i o n :


l

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110



GRAVELFC

SANDC M F

SILT CLAY

80.0 20.0 4.75 2.00 0.425 75x10 -3 2x10 -3




Location: ----------- Date: 07.09.2012


PressureIncrement

Coefficientof

consolidation Cv


compressibiltymv

Permeability (K)



0.1 1.36170.25 1.340.5 1.305

1 1.2422 1.124 0.9424983

2 0.95784931 0.97083870.5 0.9802855

0.25 0.99445570.1 1.0039025

0 00 00 00 00 00 0



CONSOLIDATION TEST



0.90

0.95

1.00

1.05

1.10

1.15

1.20

1.25

1.30

1.35

1.40

0.10 1.00 10.00

V o

i d s

R a

t i o , e



Pc



Project:


Serial No.Cell

Pressure σ 3

Deviatoric

Force at Failure

DeviatoricStress at

Failure, d

Normal Stress

at Failure, 1


Strain at

Failure,ε


1 0.50 8.29 0.672 1.172 6.08 8.00

2 1.00 9.95 0.798 1.798 6.84 9.00

Geotechnical Investigation Work for the Proposed Installation of Mechanical Handling Facilities atEast Quay-7 (EQ-7) Berth in the inner harbour of Visakhapatnam Port Trust.



Moisture Content:


State of Sample:

Height of Specimen:

Date:Bore Hole No.:

. . . . . .




0.0

0.5

1.0

1.5

2.0

2.5

3.0

0.0 0.5 1.0 1.5 2.0 2.5 3.0





Particle

% % % % mm mm mm

BH - 31 3 .00 - 3.60 CH 0 26 32 42 ----- ----- ----- ----- ----- 74 32 42 SPT 2

BH - 31 4 .50 - 5.00 CH 3 6 40 51 ----- ----- ----- ----- ----- 78 33 45 UDS 1

BH - 31 6 .00 - 6.60 CH 7 11 35 47 ----- ----- ----- ----- ----- 72 30 42 SPT 3


D10

G R A I N S I Z E D


Gravel Φ

6 0 %




u a y -

7 ( E Q-7 ) B er t h i n

t h e


3 2 2 8

Sand Clay

Depth in m. Φ


Cc

D302/(D 60*D

10 )

P r o j e c t :


p

DB

M G E O


Classifi--cation

( IS )

Size(mm)

J o b

N o .

:

------------

Symbol Φ

3 0 %

Bore HoleNo.

Silt


R e m a r k s

L o c a t i o n :


l

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110



GRAVELFC

SANDC M F

SILT CLAY

80.0 20.0 4.75 2.00 0.425 75x10 -3 2x10 -3



------------

W e t D e n s i t y

D r y D e n s i t y

G r a v e l %

S a n d %

S i l t %

C l a y %

L i q u i d %

P l a s t i c %


T y p e

C o

h e s i o n C u

k g / c m 2

D e g r e e

φ


( L a b )


BH - 32A 3.00 - 3.60 SPT 2 ----- ----- ----- SC 13 38 25 24 47 23 24 ----- ----- ----- ----- ----- ----- ----- ----- ----- -----

BH - 32A 4.50 - 5.00 UDS 1 1.52 0.87 75.01 CH 2 8 40 50 79 30 49 ----- TUU 0.09 2.86 ----- 48 ----- ----- ----- 2.62




Undrained Cohesion




Effective Cohesion


Location :



R e m a r k s

C u


T e s t K g / c m

2


Consistency Limits


S a m p l e T y p e

3228Job. No. :

Free Swell Test

Direct Shear


Compaction Test

Permeability Test

Chemical Analysis



C o n t e n t , w

%

Shear Test

18.08.2012


Consolidation

DATE:



k g / c m 2


D e p t h i n m

.

Density

gm/ cm 3

FLB 04



Particle

% % % % mm mm mm

B H - 32 A 3 .0 0 - 3. 60 SC 13 38 25 24 ----- ----- ----- ----- ----- 47 23 24 SPT 2

B H - 32 A 4 .5 0 - 5. 00 CH 2 8 40 50 ----- ----- ----- ----- ----- 79 30 49 UDS 1


D10

G R A I N S I Z E D


Gravel Φ

6 0 %




u a y -

7 ( E Q-7 ) B er t h i n

t h e


3 2 2 8

Sand Clay

Depth in m. Φ


Cc

D302/(D 60*D

10 )

P r o j e c t :


p

DB

M G E O


Classifi--cation

( IS )

Size(mm)

J o b

N o .

:

------------

Symbol Φ

3 0 %

Bore HoleNo.

Silt


R e m a r k s

L o c a t i o n :


l

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110



GRAVELFC

SANDC M F

SILT CLAY

80.0 20.0 4.75 2.00 0.425 75x10 -3 2x10 -3



------------

W e t D e n s i t y

D r y D e n s i t y

G r a v e l %

S a n d %

S i l t %

C l a y %

L i q u i d %

P l a s t i c %


T y p e

C o

h e s i o n C u

k g / c m 2

D e g r e e

φ


( L a b )


BH - 33 3.00 - 3.60 SPT 2 ----- ----- ----- CH 0 8 39 53 78 30 48 ----- ----- ----- ----- ----- ----- ----- ----- ----- -----

BH - 33 4.50 - 5.00 UDS 1 1.59 0.96 64.87 CH 1 9 42 48 75 28 47 ----- TUU 0.10 3.15 ----- 42 ----- ----- ----- 2.62

BH - 33 6.00 - 6.60 SPT 3 ----- ----- ----- CH 17 20 27 36 57 27 30 ----- ----- ----- ----- ----- ----- ----- ----- ----- -----




Undrained Cohesion




Effective Cohesion


Location :



R e m a r k s

C u


T e s t K g / c m

2


Consistency Limits


S a m p l e T y p e

3228Job. No. :

Free Swell Test

Direct Shear


Compaction Test

Permeability Test

Chemical Analysis



C o n t e n t , w

%

Shear Test

18.08.2012


Consolidation

DATE:



k g / c m 2


D e p t h i n m

.

Density

gm/ cm 3

FLB 04



Particle

% % % % mm mm mm

BH - 33 3 .00 - 3.60 CH 0 8 39 53 ----- ----- ----- ----- ----- 78 30 48 SPT 2

BH - 33 4 .50 - 5.00 CH 1 9 42 48 ----- ----- ----- ----- ----- 75 28 47 UDS 1

BH - 33 6 .00 - 6.60 CH 17 20 27 36 ----- ----- ----- ----- ----- 57 27 30 SPT 3


D10

G R A I N S I Z E D


Gravel Φ

6 0 %




u a y -

7 ( E Q-7 ) B er t h i n

t h e


3 2 2 8

Sand Clay

Depth in m. Φ


Cc

D302/(D 60*D

10 )

P r o j e c t :


p

DB

M G E O


Classifi--cation

( IS )

Size(mm)

J o b

N o .

:

------------

Symbol Φ

3 0 %

Bore HoleNo.

Silt


R e m a r k s

L o c a t i o n :


l

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110



GRAVELFC

SANDC M F

SILT CLAY

80.0 20.0 4.75 2.00 0.425 75x10 -3 2x10 -3




Location: ----------- Date: 07.09.2012


PressureIncrement

Coefficientof

consolidation Cv


compressibiltymv

Permeability (K)



0.1 1.71672580.25 1.6890.5 1.645

1 1.5682 1.46407034 1.3567596

2 1.37713511 1.39343540.5 1.4097358

0.25 1.43011120.1 1.451845

0 00 00 00 00 00 0



CONSOLIDATION TEST



1.30

1.35

1.40

1.45

1.50

1.55

1.60

1.65

1.70

1.75

1.80

0.10 1.00 10.00

V o

i d s

R a

t i o , e



Pc



Project:


Serial No.Cell

Pressure σ 3

Deviatoric

Force at Failure

DeviatoricStress at

Failure, d

Normal Stress

at Failure, 1


Strain at

Failure,ε


1 0.50 3.34 0.265 0.765 7.60 10.00

2 1.00 4.05 0.318 1.318 8.36 11.00


State of Sample:

Height of Specimen:

Date:Bore Hole No.:

Geotechnical Investigation Work for the Proposed Installation of Mechanical Handling Facilities atEast Quay-7 (EQ-7) Berth in the inner harbour of Visakhapatnam Port Trust.



Moisture Content:

. . . . . .





0.0

0.5

1.0

1.5

2.0

0.0 0.5 1.0 1.5 2.0





Particle

% % % % mm mm mm

BH - N - 01 3.00 - 3.60 CI 1 33 37 29 ----- ----- ----- ----- ----- 48 25 23 SPT 2

BH - N - 01 4.50 - 5.10 CI 3 44 33 20 ----- ----- ----- ----- ----- 42 22 20 SPT 3

BH - N - 01 6.00 - 6.60 SP 0 97 0.16 0.32 0.58 3.63 1.10 ----- ----- ----- SPT 4

BH - N - 01 10.50 - 10.98 SM 26 40 ----- ----- ----- ----- ----- ----- ----- ----- SPT 7


p

------------

Symbol


w or k



Gravel Sand Clay

J o b

N o .

:

Depth in m. Φ


Cc

D302/(D 60*D

10 )

3 2 2 8

DB

M G E O


Classifi--cation

( IS )

Size(mm)

L o c a t i o n :

G R A I N S I Z E D



l

P r o j e c t :

Φ 6 0 %




D10

3

34

Φ 3 0 %

Bore HoleNo.

Silt

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110



GRAVELFC

SANDC M F

SILT CLAY

80.0 20.0 4.75 2.00 0.425 75x10 -3 2x10 -3



------------

W e t D e n s i t y

D r y D e n s i t y

G r a v e l %

S a n d %

S i l t %

C l a y %

L i q u i d %

P l a s t i c %


T y p e

C o

h e s i o n C u

k g / c m 2

D e g r e e

φ


( L a b )


BH-N-2 1.50 - 2.10 SPT 1 ----- ----- ----- SM 32 44 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2.65

BH-N-2 3.00 - 3.60 SPT 2 ----- ----- ----- SM 9 52 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- -----

BH-N-2 9.00 - 9.12 SPT 10 ----- ----- ----- GM 65 24 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- -----

BH-N-2 18.00 - 18.10 SPT 12 ----- ----- ----- GM 53 33 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- -----




Undrained Cohesion




Effective Cohesion


08.09.2012

C u


T e s t K g / c m

2


Mechanical Analysis


Project :


k g / c m 2


D e p t h i n m

.

Density(Remoulded)

gm/ cm 3

S a m p l e T y p e

Location :




C o n t e n t , w

%

3228Job. No. :

Free Swell Test

Direct Shear


39

Compaction Test

Permeability Test

Chemical Analysis

R e m a r k s

FLB 04

Consistency LimitsVertical

Consolidation


DATE:

S o i l C l a s s i f i c a t i o n ( I . S ) Shear Test

24

11

14



Particle

% % % % mm mm mm

BH-N-2 1.50 - 2.10 SM 32 44 ----- ----- ----- ----- ----- ----- ----- ----- SPT 1

BH-N-2 3.00 - 3.60 SM 9 52 ----- ----- ----- ----- ----- ----- ----- ----- SPT 2

BH-N-2 9.00 - 9.12 GM 65 24 ----- ----- ----- ----- ----- ----- ----- ----- SPT 10

BH-N-2 18.00 - 18.10 GM 53 33 ----- ----- ----- ----- ----- ----- ----- ----- SPT 12

Sand


R e m a r k s

L o c a t i o n :


l

P r o j e c t :


p

------------

24

DB

M G E O


Classifi--cation

( IS )

Size(mm)

J o b

N o .

:

Symbol

3 2 2 8

Clay

Depth in m. Φ


Cc

D302/(D 60*D

10 )

39

Φ 3 0 %

Φ 6 0 %

Bore HoleNo.

Silt Coeff. ofUniformity,Cu = D60 /

D10

G R A I N S I Z E D


Gravel


w or k



11

14

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110



GRAVELFC

SANDC M F

SILT CLAY

80.0 20.0 4.75 2.00 0.425 75x10 -3 2x10 -3



------------

W e t D e n s i t y

D r y D e n s i t y

G r a v e l %

S a n d %

S i l t %

C l a y %

L i q u i d %

P l a s t i c %


T y p e

C o

h e s i o n C u

k g / c m 2

D e g r e e

φ


( L a b )


BH - N - 3 3.00 - 3.60 SPT 2 ----- ----- ----- SM 15 70 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- -----

BH - N - 3 6.00 - 6.60 UDS 1 1.53 0.98 56.61 CI 2 31 35 32 46 22 24 ----- TUU 0.15 3.89 ----- ----- ----- ----- ----- 2.65

BH - N - 3 7.50 - 8.10 SPT 4 ----- ----- ----- SC 2 49 32 17 42 20 22 ----- ----- ----- ----- ----- ----- ----- ----- ----- -----

BH - N - 3 22.00 - 22.09 SPT 16 ----- ----- ----- SM 53 36 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- -----




Undrained Cohesion




Effective Cohesion


11

15

Mechanical Analysis

10.09.2012


FLB 04

Shear Test

3228Job. No. :

Free Swell Test

Direct Shear


DATE:



k g / c m 2

R e m a r k s


D e p t h i n m

.

Density(Remoulded)

gm/ cm 3



C o n t e n t , w

%

C u


T e s t K g / c m

2


Location :


S a m p l e T y p e

Compaction Test



Project :

Permeability Test

Chemical Analysis

Consistency Limits



Particle

% % % % mm mm mm

BH - N - 3 3 .00 - 3.60 SM 15 70 ----- ----- ----- ----- ----- ----- ----- ----- SPT 2

BH - N - 3 6 .00 - 6.60 CI 2 31 35 32 ----- ----- ----- ----- ----- 46 22 24 UDS 1

BH - N - 3 7 .50 - 8.10 SC 2 49 32 17 ----- ----- ----- ----- ----- 42 20 22 SPT 4

BH - N - 3 22.00 - 22.09 SM 53 36 ----- ----- ----- ----- ----- ----- ----- ----- SPT 1611

Φ 3 0 %

Bore HoleNo.

Silt

15

Φ 6 0 %




D10

DB

M G E O


Classifi--cation

( IS )

Size(mm)

L o c a t i o n :

G R A I N S I Z E D



l

P r o j e c t :

J o b

N o .

:

Depth in m. Φ


Cc

D302/(D 60*D

10 )

3 2 2 8

Symbol


w or k



Gravel Sand Clay


p

------------

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110



GRAVELFC

SANDC M F

SILT CLAY

80.0 20.0 4.75 2.00 0.425 75x10 -3 2x10 -3



Project:

1.25 mm/min 10.03.201238.00 mm BH-N-376.00 mm 6.00 - 6.501.03 g/cm 3 UU57.61 % UDS 01

Serial No.Cell

Pressure σ 3

Deviatoric

Force at Failure

DeviatoricStress at

Failure, d

Normal Stress

at Failure, 1


Strain at

Failure,ε


1 0.50 4.91 0.385 0.885 8.36 11.00

2 1.00 5.88 0.456 1.456 9.12 12.00




Moisture Content:


State of Sample:

Height of Specimen:

Date:Bore Hole No.:

. . . . . .




0.0

0.5

1.0

1.5

2.0

2.5

0.0 0.5 1.0 1.5 2.0 2.5





------------

W e t D e n s i t y

D r y D e n s i t y

G r a v e l %

S a n d %

S i l t %

C l a y %

L i q u i d %

P l a s t i c %


T y p e

C o

h e s i o n C u

k g / c m 2

D e g r e e

φ


( L a b )


BH -N- 04 1.50 - 2.10 SPT 1 ----- ----- ----- SM 7 69 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- -----

BH -N- 04 4.50 - 5.00 UDS 1 1.58 0.96 63.77 CH 0 1 32 67 87 29 58 ----- TUU 0.14 4.12 ----- ----- ----- ----- ----- 2.64

BH -N- 04 9.00 - 9.60 SPT 5 ----- ----- ----- SM 1 76 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- -----




Undrained Cohesion




Effective Cohesion


23

24

Mechanical Analysis

10.09.2012


FLB 04

Shear Test

3228Job. No. :

Free Swell Test

Direct Shear


DATE:



k g / c m 2

R e m a r k s


D e p t h i n m

.

Density(Remoulded)

gm/ cm 3



C o n t e n t , w

%

C u


T e s t K g / c m

2


Location :


S a m p l e T y p e

Compaction Test



Project :

Permeability Test

Chemical Analysis

Consistency Limits



Particle

% % % % mm mm mm

BH -N- 04 1 .50 - 2 .10 SM 7 69 ----- ----- ----- ----- ----- ----- ----- ----- SPT 1

BH -N- 04 4 .50 - 5 .00 CH 0 1 32 67 ----- ----- ----- ----- ----- 87 29 58 UDS 1

BH -N- 04 9 .00 - 9 .60 SM 1 76 ----- ----- ----- ----- ----- ----- ----- ----- SPT 523

Φ 3 0 %

Bore HoleNo.

Silt

24

Φ 6 0 %




D10

DB

M G E O


Classifi--cation

( IS )

Size(mm)

L o c a t i o n :

G R A I N S I Z E D



l

P r o j e c t :

J o b

N o .

:

Depth in m. Φ


Cc

D302/(D 60*D

10 )

3 2 2 8

Symbol


w or k



Gravel Sand Clay


p

------------

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110



GRAVELFC

SANDC M F

SILT CLAY

80.0 20.0 4.75 2.00 0.425 75x10 -3 2x10 -3



Project:


Serial No.Cell

Pressure σ 3

Deviatoric

Force at Failure

DeviatoricStress at

Failure, d

Normal Stress

at Failure, 1


Strain at

Failure,ε


1 0.50 4.69 0.372 0.872 7.60 10.00

2 1.00 5.57 0.437 1.437 8.36 11.00


State of Sample:

Height of Specimen:

Date:Bore Hole No.:




Moisture Content:

. . . . . .





0.0

0.5

1.0

1.5

2.0

2.5

0.0 0.5 1.0 1.5 2.0 2.5





------------

W e t D e n s i t y

D r y D e n s i t y

G r a v e l %

S a n d %

S i l t %

C l a y %

L i q u i d %

P l a s t i c %


T y p e

C o

h e s i o n C u

k g / c m 2

D e g r e e

φ


( L a b )


BH -N- 5 1.50-2.00 SPT 2 ----- ----- ----- SC 20 32 20 28 38 22 16 ----- ----- ----- ----- ----- ----- ----- ----- ----- -----

BH -N- 5 4.50 - 5.00 UDS 1 1.50 0.82 82.86 CH 1 8 31 60 94 33 61 ----- TUU 0.07 3.71 ----- ----- ----- ----- ----- 2.62

BH -N- 5 7.50 - 8.00 SPT 4 ----- ----- ----- SM 23 52 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- -----




Undrained Cohesion




Effective Cohesion


Permeability Test

Chemical Analysis

Consistency Limits

Compaction Test



Project :


k g / c m 2

R e m a r k s


D e p t h i n m

.

Density(Remoulded)

gm/ cm 3



C o n t e n t , w

%

C u


T e s t K g / c m

2


Mechanical Analysis

S a m p l e T y p e

3228Job. No. :

Free Swell Test

Direct Shear


10.09.2012


FLB 04

Shear Test

DATE:


25

Location :




Particle

% % % % mm mm mm

B H - N- 5 1 .5 0- 2. 00 SC 20 32 20 28 ----- ----- ----- ----- ----- 38 22 16 SPT 2

B H - N- 5 4 .5 0 - 5. 00 CH 1 8 31 60 ----- ----- ----- ----- ----- 94 33 61 UDS 1

B H - N- 5 7 .5 0 - 8. 00 SM 23 52 ----- ----- ----- ----- ----- ----- ----- ----- SPT 4


p

------------

Symbol


w or k



Gravel Sand Clay

Depth in m. Φ


Cc

D302/(D 60*D

10 )

Classifi--cation

( IS )

G R A I N S I Z E D



l

P r o j e c t :

J o b

N o .

:

3 2 2 8


D10

DB

M G E O


Size(mm)

L o c a t i o n :

Φ 3 0 %

Bore HoleNo.

Silt

25

Φ 6 0 %


R e m a r k s

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110



GRAVELFC

SANDC M F

SILT CLAY

80.0 20.0 4.75 2.00 0.425 75x10 -3 2x10 -3



Project:


Serial No.Cell

Pressure σ 3

Deviatoric

Force at Failure

DeviatoricStress at

Failure, d

Normal Stress

at Failure, 1


Strain at

Failure,ε


1 0.50 2.86 0.229 0.729 6.84 9.00

2 1.00 3.74 0.297 1.297 7.60 10.00


State of Sample:

Height of Specimen:

Date:Bore Hole No.:




Moisture Content:

. . . . . .





0.0

0.5

1.0

1.5

2.0

0.0 0.5 1.0 1.5 2.0





------------

W e t D e n s i t y

D r y D e n s i t y

G r a v e l %

S a n d %

S i l t %

C l a y %

L i q u i d %

P l a s t i c %


T y p e

C o

h e s i o n C u

k g / c m 2

D e g r e e

φ


( L a b )


BH - N - 6 1.50 - 2.10 SPT 1 ----- ----- ----- CH 4 22 32 43 64 28 36 ----- ----- ----- ----- ----- ----- ----- ----- ----- -----

BH - N - 6 3.00 - 3.50 UDS 1 1.62 1.02 58.50 CH 1 4 36 59 92 36 56 ----- TUU 0.15 3.2 ----- ----- ----- ----- ----- 2.63

BH - N - 6 4.50 - 4.75 SPT 2 ----- ----- ----- GP-GM 61 30 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- -----




Undrained Cohesion




Effective Cohesion


9

10.09.2012


FLB 04

Shear Test

DATE:


3228Job. No. :

Free Swell Test

Direct Shear


R e m a r k s


D e p t h i n m

.

Density(Remoulded)

gm/ cm 3



C o n t e n t , w

%

C u


T e s t K g / c m

2


Mechanical Analysis

Location :


S a m p l e T y p e

Compaction Test



Project :


k g / c m 2

Permeability Test

Chemical Analysis

Consistency Limits



Particle

% % % % mm mm mm

BH - N - 6 1 .50 - 2.10 CH 4 22 32 43 ----- ----- ----- ----- ----- 64 28 36 SPT 1

BH - N - 6 3 .00 - 3.50 CH 1 4 36 59 ----- ----- ----- ----- ----- 92 36 56 UDS 1

BH - N - 6 4 .50 - 4.75 GP-GM 61 30 0.08 0.17 11 137.50 0.03 ----- ----- ----- SPT 2

Φ 6 0 %


R e m a r k s

Size(mm)

L o c a t i o n :

Φ 3 0 %

Bore HoleNo.

Silt

9

G R A I N S I Z E D



l

P r o j e c t :

J o b

N o .

:

3 2 2 8


D10

DB

M G E O


Depth in m. Φ


Cc

D302/(D 60*D

10 )

Classifi--cation

( IS )Symbol


w or k



Gravel Sand Clay


p

------------

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110



GRAVELFC

SANDC M F

SILT CLAY

80.0 20.0 4.75 2.00 0.425 75x10 -3 2x10 -3



Project:


Serial No.Cell

Pressure σ 3

Deviatoric

Force at Failure

DeviatoricStress at

Failure, d

Normal Stress

at Failure, 1


Strain at

Failure,ε


1 0.50 4.77 0.374 0.874 8.36 11.00

2 1.00 5.64 0.438 1.438 9.12 12.00


State of Sample:

Height of Specimen:

Date:Bore Hole No.:




Moisture Content:

. . . . . .





0.0

0.5

1.0

1.5

2.0

2.5

0.0 0.5 1.0 1.5 2.0 2.5





FLB 10

T E :

OCATION: ---------------------- 10.07 .2012

Sr . No. Bor e Hole No. Dept h in m . Type of Sam plepH

Electrometrically Sul ph at e as SO 3

( % ) Chlor ide as Cl ( %) Rem ar ks

1 BH -01 1.50 - 2.10 SPT -1 7.40 0.340 1.225

2 BH - 02 4.50 - 5.10 SPT - 2 7.48 0.535 2.349

3 BH - 03 6.00 - 6.60 SPT - 3 7.49 0.577 2.369

4 BH - 04 6.00 - 6.60 SPT - 3 7.75 0.303 1.060

5 BH - 05 4.50 - 5.10 SPT - 3 7.46 0.421 1.560

6 BH - 08 3.00 - 3.60 SPT - 2 6.80 0.289 1.040

7 BH - 10 3.00 - 3.60 SPT - 2 7.30 0.458 1.42

8 BH - 12 7.50 - 8.10 SPT - 4 7.48 0.513 2.79

9 BH - 18 3.00 - 3.60 SPT - 2 7.20 0.392 1.83

10 BH - 19 3.00 - 3.60 SPT - 2 7.28 0.415 1.65

11 BH - 21 7.50 - 8.10 SPT - 4 7.33 0.131 0.46

12 BH - 23 3.00 - 3.60 SPT - 2 7.39 0.194 0.64

13 BH - 24 3.00 - 3.60 SPT - 2 7.35 0.312 1.06

DBM GEOTECHNI CS & CONSTRUCTIONS PVT. LTD

CHEMI CAL TEST RESULT OF SOIL SAMPLES.

Geotechnical In vesti gation wor k for Proposed Pr oject at EQ -07 Jetty,Vizag

3228



DBM

SUB-SURFACE SOIL PROFILE

vol-ii_stack yard area

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