soil investigation report on 11.5.2012

7/27/2019 Soil Investigation Report on 11.5.2012

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SOIL INVESTIGATION FOR THE PROPOSED THERMAL

POWER PLANT AT UDANKUDI, TUTICORIN,

TAMIL NADU.

CLIENT

M/s. IND-BARATH Power (Madras) Ltd.

TITLE

FINAL REPORT

REPORT NO: SI/CHN/12/1069/01

MAY 2012

GEO FOUNDATIONS & STRUCTURES PVT LTD3/2, RAMS, No.89, I Main Road, Gandhi Nagar, Adyar,

Chennai 600 020. Ph: 044 24431462, 24430399

Website: www.geofoundations.net

Email: [email protected]


2/44

CONTENTS

Page No.

1) Introduction 1

2) Object of investigation 1

3) Scope of work 1-2

4) Field investigations 2

5) Laboratory investigation 3

6) Soil profile 3-4

7) Ground water table 4

8) Discussion on result and type of foundation 4-7

9) Recommendations 7-11

APPENDIX

APPENDIX - I Bore logs 12-27APPENDIX II Laboratory test results 28-35APPENDIX III Site Drawing 36


3/44

Client: M/s IND-BARATH Power (Madras) Ltd 1 Soil investigation for the proposed structure at Udankudi,Tuticorin, Tamil Nadu.

_______________________________________ ___________________________________ ________________________

Geo Foundations & Structures Pvt. Ltd

SOIL INVESTIGATION REPORT

1.0 INTRODUCTION

1.1The work of sub-soil exploration for the construction of proposed Power Plant at

Udankudi, Tuticorin, Tamil Nadu was entrusted to M/s. GEO FOUNDATIONS AND

STRUCTURES (P) LTD., Adyar, Chennai 600 020. By M/s IND-BARATH Power (Madras)

Ltd , Chennai.

1.2 The soil Investigation and laboratory studies were carried out during 19.4.2012 to

26.4.2012. This report summarizes the results of the soil investigation and gives

recommendations for suitable type of foundations.

2.0 OBJECTIVE OF INVESTIGATION

2.1 The objec tive of soil investigation is to determine the nature and c haracteristics of

sub-soil below the ground level for the proposed structures. The study includes

identification of a suitable type of foundation for the proposed structures and

assessment of safe bearing capacity.

3.0 SCOPE OF WORK

The scope of work at this site comprised of the following:

3.1 Mobilization of boring rigs with all necessary equipments and personnel.

3.2 Boring ofEight boreholes of 150 mm dia with Calyx drilling equipments through

sand, silt, clay & rock etc up to a maximum depth of 20 m.

3.3 Conduc ting Standard Penetration Tests in boreholes and collecting the disturbed

and undisturbed soil samples including packing and transportation to laboratory.

3.4 To conduct the following laboratory tests on soil samples:

(a) Sieve analysis


4/44


_______________________________________ ___________________________________ ________________________


(b) Index properties:

(i)

Liquid limit

(ii) Plastic limit

(c) Dry & wet density

(d) Water content

(e) Specific gravity

(f) Direc t shear test

3.5 Preparation and submission of detailed report of field and laboratory results with

recommendations.

4.0 FIELD INVESTIGATIONS-GEO-TECHNICAL STUDIES

4.1 Boring rig with all requisite equipments and accessories were mobilized at the

worksite. A team of technical personnel with skilled labours was also deputed.

4.2 Eightboreholes of 150 mm diameters were bored to a maximum depth of 20 m

below the existing ground level. The borehole was made as per IS: 1892 - 1979.

4.3 Representative soil samples were collec ted at every change of strata or about 1.0 m

intervals up to 5.0m and about 1.5 m intervals up to termination depth. The samples

so collected were sealed and numbered with full particulars for identification and

sent to the laboratory for conducting the required tests.

4.3 Standard Penetration Tests were conducted in the boreholes at 1.0 m intervals as

per IS: 2131. In this test, a standard split spoon sampler driven into the ground at the

required depth by means of standard hammer of 63.5 kgs weight, falling from a

height of 75 cm. Number of blows for the first 15 cm not taken into consideration

because of possible disturbances or presence of settled, suspended matters at the

bottom of the boreholes. The total number of blows for the next 30 cm depth of

penetration was considered as SPT N values as shown in figure no 1 to 8.


5/44


_______________________________________ ___________________________________ ________________________


5.0 LABORATORY INVESTIGATION

The following laboratory tests were conducted on the selected samples recovered

from the test bore-holes:

(a) Sieve analysis

(b) Index properties:

(i) Liquid limit

(ii) Plastic limit

(c) Dry & wet density

(d) Water content

(e) Spec ific gravity

(f) Direc t shear test

(g) Unconfined compression test

All the above laboratory tests were carried out as per relevant Indian Standard.

All the samples were identified and classified as per IS: 1498-1970.

6.0 SOIL PROFILE

6.1 Soil profile of bore holes is as given below:

In borehole BH 1 Medium dense Silty sand occurs from ground level up to 2m, weathered

calcareous sand stone up to 20 m, at which depth the bore hole was terminated.

In borehole BH 2Medium dense Silty sand occurs from ground level up to 3m, followed by,

weathered calcareous sand stone up to 20 m, at which depth the bore hole was

terminated.

In borehole BH 3Loose silty sand oc curs from ground level up to 2 m, followed by loose silty

clayey sand up to 4 m, very dense silty sand with sand stone up to 5 m, very dense silty


6/44


7/44


_______________________________________ ___________________________________ ________________________


Individual column footings or Strip raft combining a row of columns or raft foundation is

recommended.

Excavation shall be made up to a depth where the SPT (N) values more than 50 are

obtained from the existing ground level, for all column footings. After thorough

compaction of the bottom of excavation, provide 100 mm thick compac ted sand cushion

layer if clay occurs at the bottom of foundation pit. PCC for the column footings can be

laid on the compacted surface/sand cushion layer.

A safe bearing capacity of 40 t/m2 is recommended under the RCC foundations.

However, the width of any column footing/ strip raft shall not be less than 1 m.

At the time of excavation for foundations, in case ground water table occurs within the

recommended depth of excavation, sumps may be made to an additional depth of 0.3

m at one or more c orners of the foundation pits for column footings or at desired locations

at the periphery of excavation for strip raft/raft foundation and the water collected in the

sumps may be bailed out. At the time of laying the sand cushion layer, the bottom of

excavation shall be relatively dry (not slushy). Dewatering shall be maintained until that

part of the concrete in the foundations, which comes below the ground water table level,

sets.

If there is any difficulty in adopting a depth of excavation up to hard strata (N>60) if there

is any dewatering problem to lower the ground water table, the depth of excavation may

be reduced to 2 m and the following alternate recommendations may be adopted.

Excavation shall be made up to a depth of at least 1.5 m below the existing ground level,

for all column footings, irrespective of the importance of the column or the loading on the

column.


8/44


_______________________________________ ___________________________________ ________________________


After thorough compaction of the bottom of excavation, a layer of hard core,

300 mm thickness, shall be placed. The hard core layer shall be at least 450 mm wider on

each of the four sides of the column footing. Specifications for the hard core layer are

given in Enclosure-1. The sand used to fill the voids of the hard broken stone in the hard

core layer shall be mixed with powder dry shell lime (with available Calcium Oxide being

not less than 60% and the amount of powder dry shell lime 30 % by volume of the sand

used to fill the voids in the hard core metal).

A list of some of a few sources of good quality lime and the tests to be conducted on lime

and some of the laboratories where these tests can be conducted are given in

Enclosure-2.

The lime powder shall be mixed with the sand just before plac ing it on the 200 mm thick

metal which forms the hard core layer.

The addition of powder dry shell lime in the sand used to fill the voids of the hard broken

stone is intended to reduce the plasticity of the underlying silty clay, which in turn will

reduce the shrinkage and swelling effects of the underlying silty clay. The Addition of lime

powder also helps to improve the strength of the silty clay.

A safe bearing capacity of 10 t/m2 under the RCC column footings is recommended for

the design of column footings. It may be noted that the pressure on the soil at the bottom

of the hard core layer will be much less than 10 t/m2, since the hard core layer spreads the

load on a much larger area of the soil than the area of footing. However, the width of any

column footing shall not be less than 1 m.

It is not desirable to use the excavated silty sandy c lay of for back filling of foundations. It is

desirable to use inert material such as sand or gravel for back filling. Back filling shall be

done in layers of not more than 150 mm thickness. Each layer shall be well compacted

(mere spreading the back fill material for back filling is not adequate. Layered

compaction shall be done for back filling).


9/44


_______________________________________ ___________________________________ ________________________


9.0 METHOD OF COMPUTING OF SAFE BEARING CAPACITY

9.1 a) SHALLOW FOOTING

Allowable bearing capacity for shallow foundation can be computed from the

following equation as per IS: 6403 1981.

qds = 1/F {C.Nc.Sc.dc .ic + q(Nq-1).Sq.dq.iq + 1/2.B..N. S.d.i.w}

where,

qds Safe a llowable bearing capac ity in Kg/cm

C - Cohesion of the soil in Kg/cm

q - Overburden pressure in Kg/cm

B Width of footing in cm

- Unit wt. Of soil in Kg/cc

Sc, Sq & S - Shape factors

dc, dq, d - Depth factors

ic, iq & i - inclination factors

Nc, Nq & N - Bearing capacity factors depending upon the angle of internal

friction of the soil.

F Factor of safety

W Correction factor for water table.

10.0 RECOMMENDATIONS FOR SUITABLE TYPE OF FOUNDATION AND SAFE BEARING CAPACITY

Individual column footings or Strip raft combining a row of columns or raft foundation is

recommended.

Excavation shall be made up to a depth where the SPT (N) values more than 50 are

obtained from the existing ground level, for all column footings. After thorough

compaction of the bottom of excavation, provide 100 mm thick compac ted sand cushion


10/44


_______________________________________ ___________________________________ ________________________


layer if clay occurs at the bottom of foundation pit. PCC for the column footings can be

laid on the compacted surface/sand cushion layer.

A safe bearing capacity of 40 t/m2 is recommended under the RCC foundations.

However, the width of any column footing/ strip raft shall not be less than 1 m.

At the time of excavation for foundations, in case ground water table occurs within the

recommended depth of excavation, sumps may be made to an additional depth of 0.3

m at one or more c orners of the foundation pits for column footings or at desired locations

at the periphery of excavation for strip raft/raft foundation and the water collected in the

sumps may be bailed out. At the time of laying the sand cushion layer, the bottom of

excavation shall be relatively dry (not slushy). Dewatering shall be maintained until that

part of the concrete in the foundations, which comes below the ground water table level,

sets.

If there is any difficulty in adopting a depth of excavation up to hard strata (N>60) if there

is any dewatering problem to lower the ground water table, the depth of excavation may

be reduced to 2 m and the following alternate recommendations may be adopted.

Excavation shall be made up to a depth of at least 1.5 m below the existing ground level,

for all column footings, irrespective of the importance of the column or the loading on the

column.

After thorough compaction of the bottom of excavation, a layer of hard core,

300 mm thickness, shall be placed. The hard core layer shall be at least 450 mm wider on

each of the four sides of the column footing. Specifications for the hard core layer are

given in Enclosure-1. The sand used to fill the voids of the hard broken stone in the hard

core layer shall be mixed with powder dry shell lime (with available Calcium Oxide being


11/44


_______________________________________ ___________________________________ ________________________


not less than 60% and the amount of powder dry shell lime 30 % by volume of the sand

used to fill the voids in the hard core metal).

A list of some of a few sources of good quality lime and the tests to be conducted on lime

and some of the laboratories where these tests can be conducted are given in

Enclosure-2.

The lime powder shall be mixed with the sand just before plac ing it on the 200 mm thick

metal which forms the hard core layer.

The addition of powder dry shell lime in the sand used to fill the voids of the hard broken

stone is intended to reduce the plasticity of the underlying silty clay, which in turn willreduce the shrinkage and swelling effects of the underlying silty clay. The Addition of lime

powder also helps to improve the strength of the silty clay.

A safe bearing capacity of 10 t/m2 under the RCC column footings is recommended for

the design of column footings. It may be noted that the pressure on the soil at the bottom

of the hard core layer will be much less than 10 t/m2, since the hard core layer spreads the

load on a much larger area of the soil than the area of footing. However, the width of any

column footing shall not be less than 1 m.

It is not desirable to use the excavated silty sandy c lay of for back filling of foundations. It is

desirable to use inert material such as sand or gravel for back filling. Back filling shall be

done in layers of not more than 150 mm thickness. Each layer shall be well compacted

(mere spreading the back fill material for back filling is not adequate. Layered

compaction shall be done for back filling).


12/44


_______________________________________ ___________________________________ ________________________


11.0 The results and recommendations given in this report are based on the results of

tests on subsoil samples collected from the boreholes. If, in actual execution, any

variation is found, may be referring to the consultants.

For GEO FOUNDATIONS & STRUCTURES PVT. LTD.

Dr. K. Muthukrishnaiah BE(Hons), M.Tech., Ph.D.,

(Professor & Head, Ocean Engineering Dept. IIT Madras)(Rtd),

(Chief Consultant)

Enclosure 1

PROCEDURE FOR PREPARATION OF HARD CORE LAYER

1. The hard core layer shall consist of well graded hard broken stone, 40 mm nominal size (as given

in Sl. No.2 below), with voids filled with clean river sand. This is to be done in the following

sequence.

(i) Place a thin layer of clean river sand, 50 mm thick, after compacting the underlying soil

layer. Then place the remaining 250 mm thickness of hard broken stone metal, over the 50mm thick sand layer. The hard core layer shall be at least 450 mm wider on each of the four

sides of the column footing.

(ii) Place clean river sand (mixed with powder dry shell lime, with available Calcium Oxidebeing not less than 60 %, and the amount of powder dry shell lime being 30 % by volume

of the sand used to fill the voids in the hard core layer), about 50 mm thickness on top of

the broken stone layer and water jetting shall be done almost in a vertical downwarddirection, over the sand layer in order to force the sand in to the void spaces of the broken

stone. The water jetting at any given point shall be continued for a few seconds and then

slowly moved laterally to the adjacent points, in order to ensure that the voids in the hard

broken stone metal get filled up. The amount of lime to be mixed in the sand shall be 30 %of the sand volume.


13/44


_______________________________________ ___________________________________ ________________________


(iii) When most of the sand goes in to the voids of the broken stone, one more thin layer ofclean river sand (mixed with powder dry shell lime) shall be placed again and using water

jet, force it in to the voids of the broken stone. The process shall be repeated until no more

sand and water get into the void spaces of the broken stone.

(iv) Look for pockets or areas where water may flow in to the broken stone layer. This indicates

that there are void spaces below such pockets. Identify such pockets, place more sand overthe pockets and force the sand into the void space below, using water jetting.

(v) Forcing the sand into the void spaces of the broken stone using water jetting shall be done

right up to the edge of the hard core layer.

2. The broken stone used in the hard core layer mentioned above shall be well graded hard brokenstone of 40 mm nominal size, conforming to the following gradation (reproduced from IS: 383

1970, Specification for coarse and fine aggregates from natural sources for concrete, Table2).

IS Sieve Designation % Passing

80 mm 100%

40 mm 95 100%

20 mm 30 70%

10 mm 10 35%

4.75 mm 0 5%


14/44

APPENDIX I


15/44

BORELOGS


16/44


17/44

Client: M/s. IND-Bharath Power (madres) Ltd. 13 M/s.GEO FOUNDATIONS AND STRUCTURES PVT. LTD.

Location Udankudi

Bore Hole No : BH-1 Coordinates :

Type of Boring : Ca lyx Reduced Level :

Ground Water Level : 1.2 m on 26.04.2012 Start Date : 23.04.2012

Termination Depth : 20.0 m End Date : 25.04.2012

15cm

30cm

45cm

100

GEO FOUNDATIONS & STRUCTURES

PVT. LTD

Drillhole Record - BH 1

Fig No.1

80

20

PENETRATION

VALUES

DEPTH(m)

TESTDEPTH(m)

60

SPT"N"

Blows/300mm

40

Project : Soil investigation work for the proposed structure at Udankudi,Tuticorin, Tamil Nadu.

STRUCTURE

SAMPLETYPE

VISUAL DESCRIPTION

COLOUR

GROUNDLEVEL

(m)

TESTNO

C.R(%)

LEGEND

N(-29600),E(+241.250)

96.641

REMARKS

R.Q.D(%)

SPT'N' PROFILE

9.50-11.0013% 6%

11.00-12.5021% 11%

12.50-14.0019% Nill

20% Nill

14.00-15.50

15.00-17.0046% 17%

17.00-18.50

37% 13%

CR-10 CS 20.00 18.50-20.0 14%Nill

Whitish Brown, Moderately Strong to Strong,

Massive/Granular, Porous, Fine to Med ium Grained,Moderately Weathered Calcareous SANDSTONE.

(Composition: Ma inly Sand, Silt and Ca CO 3. Origin:

Sedimentary)


Massive/Granular, Porous, Fine to Med ium Grained,

Moderately Weathered Calcareous SANDSTONE.

18.50

17.00




(Composition: Sand, Silt and C aC O3. Origin:

Sedimentary)





Sedimentary)

14.00





Sedimentary)

REMARKS

Calcareous SANDSTONE

Grained, Highly to Moderately Weathered Calcareous

SANDSTONE.(Composition: Mainly Sand, Silt and

Ca CO 3. Origin: Sedimentary)




(Composition: Mainly Sand, Silt and Ca CO 3. Origin:

Sedimentary)

15.50CR-7

11.00

12.50

CSCR-4

CR-5

CSCR-9

5 nosNo. of. SPT

20.00

CS

CS

CS

G.W.L on : 26.04.12 1.2 m

No. of. CR 10 nos

CR-8 CS

CR-6

Note: SPT-Standard Penetration Test SS-Soil Sample, UDS-Un Disturbed Sample CS-Core Sample CR-Core Recovery , RQD-Rock Qua lity Designation


18/44


Location Udankudi

Bore Hole No : BH-2

Type of Boring : Ca lyx



15cm

30cm

45cm

100

2

1.00-1.45 8 5 6 11

2.00-2.00 4 6 7 13 50 blows

Rebound

3.00-3.00 >50 - - >100 50 blows

Rebound

4.00-4.00 >50 - - >100 50 blows

Rebound

5.00-5.00 >50 - - >100 50 blows

Rebound

6.50-6.50 >50 - - >100 50 blows

Rebound

7.50-7.50 >50 - - >100Nill

50 blows

Rebound

8.00-9.0026% 7%

Brown, Very Dense, Granular,

Fine to C oarse G rained,

Completely Weathered

Calcareous SANDSTONE.


Massive/Granular, Porous, Fine to Med ium
















CalcareousSANDSTONE.

Whitish Brown, Moderately

Strong to Strong,

Massive/G ranular, Porous, Fine

to Medium Grained, Highly to

Moderately Weathered


SPT-6 6.50DS

7 nos

DS

DS


9.00

CR-1

SPT-2

SPT-3

SPT-4

SPT-7

SPT-5

LEGEND

Silty SANDBrown

2.00

DS


STRUCTURE

SAMPLETYPE

VISUAL DESCRIPTION

COLOUR

GROUNDLEVEL

(m)

TESTNO

C.R(%)

REMARKS

R.Q.D(%)

SPT'N' PROFILE

TESTDEPTH(m)

60

SPT"N"

Blows/300mm

40

80

20

PENETRATION

VALUES

DEPTH(m)

9.00DS

3.00

1.00


Fig No.2


PVT. LTD

DS 7.50

SPT-1

4.00

Compact,Granular

2.00

5.00

DS

DS

8 nosREMARKS

No. of. CR1.30 mG.W.L on : 26.04.12

No. of. SPT

Coordinates :

Reduced Level :

N(-296.000),E(+341.250)

95.618

G.W.L



19/44


Location Udankudi

Bore Hole No : BH-2




15cm

30cm

45cm

100

LEGEND


STRUCTURE

SAMPLETYPE

VISUAL DESCRIPTION

COLOUR

GROUNDLEVEL

(m)

TESTNO

C.R(%)

REMARKS

R.Q.D(%)

SPT'N' PROFILE

TESTDEPTH(m)

60

SPT"N"

Blows/300mm

40

80

20

PENETRATION

VALUES

DEPTH(m)


Fig No.2


PVT. LTD

Coordinates :

Reduced Level :

N(-296.000),E(+341.250)

95.618

9.00-10.5018% 7%

10.50-12.5019% 6%

12.00-13.5024% 7%

14.00-15.0028% 10%

15.00-16.5023% 14%

16.50-18.00

12%Nill

CR-8 DS 20.00 18.50-20.00 12%Nill

REMARKS

10.50

16.50


SANDSTONE.



Moderately Weathered CalcareousSANDSTONE.

(Composition: Mainly Sand, Silt and C aC O3. Origin:

Sedimentary)




(Composition: Sand, Silt and C aC O3. Origin:

Sedimentary)



Moderately to Slightly Weathered Calcareous

SANDSTONE.




SANDSTONE.(Composition: Mainly Sand, Silt andCa CO 3. Origin: Sedimentary)

Whitish Brown, Moderately Strong, Massive/G ranular,

Porous, Fine to Medium Grained, Moderately to Slightly

Weathered Calcareous SANDSTONE. (Composition:

Ma inly Sand, Silt and CaC O3. Origin: Sedimentary)

Whitish Brown, Moderately Strong, Massive/G ranular,

Porous, Fine to Medium Grained, Moderately to Slightly


Mainly Sand, Silt and CaC O3. Origin: Sedimentary)

18.00

CR-5

CR-7 DS

CR-6 DS

12.00

15.00DS

No. of. CR 8 nosG.W.L on : 26.04.12 1.30 m

No. of. SPT 7 nos

DS 13.50

DS

CR-4

DSCR-2

CR-3


20.00



20/44

Client: M/s. IND-Bharath Power (Medras) Ltd. 16 M/s.GEO FOUNDATIONS AND STRUCTURES PVT. LTD.

Location Udankudi

Bore Hole No : BH-3


Ground Water Level : 1.3 m on 17.04.2012 Start Date : 14.04.2012Termination Depth : 20.0 m End Date : 16.04.2012

15cm

30cm

45cm

100

2

1.00-1.45 3 2 4 6

2.00-2.45 4 3 3 6

3.00-3.45 2 3 2 5

4.00-4.45 24 32 47 79

5.00-5.42 20 38 50/ 1

2

>100 50/12cm

penetration

6.5-6.61 50/

11

- - >100 50/11cm

penetration

>50 - - >100

8.00-8.00 50 blows

Rebound

8.00-9.50Nill Nill

4.00

REMARKS7 nos

8 nos

SPT-7

SS

8.00

Brown

Verydense,

Granular

Brow

n

Loose,Granular

Very

Loose,Gran

Dense,

Granular

No. of. CR

1.3 mG.W.L on : 17.04.12

No. of. SPT


Fig No.3

Brown, Very Dense, Granular, Fine to Coarse Grained,

Completely Weathered Calcareous SANDSTONE.


PVT. LTD

SS 8.00

SPT-1

4.00

6.50SS

SS

SPT-6

SPT-4

DEPTH(m)

9.50CS

3.00

REMARKS

R.Q.D(%)

SPT'N' PROFILE

TESTDEPTH(m)

60

SPT"N"

Blows/300mm

40

80

20

PENETRATION

VALUES

SS

5.00SPT-5

TESTNO

SPT-3

C.R(%)

LEGEND

SPT-2

SS

SS

1.00

2.00


9.50

CR-1


STRUCTURE

SAMPLETYPE

VISUAL DESCRIPTION

COLOUR

GROUNDLEVEL

(m)

Silty SAND

Silty Clayey SAND

Silty SANDwith

Sandstone

Silty SANDwith

Gravel

Coordinates :

Reduced Level :

N(-246.000),E(+41.250)

95.224

G.W.L



21/44

Client: M/s. IND-Bharath Power (Medras) Ltd. 17 M/s.GEO FOUNDATIONS AND STRUCTURES PVT. LTD.

Location Udankudi

Bore Hole No : BH-3


Ground Water Level : 1.3 m on 17.04.2012 Start Date : 14.04.2012Termination Depth : 20.0 m End Date : 16.04.2012

15cm

30cm

45cm

100


Fig No.3


PVT. LTD

DEPTH(m)

REMARKS

R.Q.D(%)

SPT'N' PROFILE

TESTDEPTH(m)

60

SPT"N"

Blows/300mm

40

80

20

PENETRATION

VALUES

TESTNO

C.R(%)

LEGEND


STRUCTURE

SAMPLETYPE

VISUAL DESCRIPTION

COLOUR

GROUNDLEVEL

(m)

Coordinates :

Reduced Level :

N(-246.000),E(+41.250)

95.224

11.00-11.00Nil Nill

11.00-12.507% 11%

12.50-14.0011% Nill

14.00-15.5014% Nill

15.50-17.0013% Nill

17.00-18.5016% Nill

CR-8 CS 20.00 18.50-20.00 10% Nill

Whitish Brown, Moderately Strong to Strong, Granular

and Massive, Porous, Fine to C oarse G rained, Highly



Whitish Brown, Moderately Strong to Strong, Granular

and Massive, Porous, Fine to C oarse G rained, Highly

Weathered CalcareousSANDSTONE. (Composition:


Whitish Brown & Brownish White, Moderately Strong to

Strong, Granular and Massive, Porous, Fine to Med ium

Grained, Highly Weathered Calcareous SANDSTONE.

(Composition: Mainly Sand, Silt and CaCO3. Origin:

Sedimentary)






CSCR-2

CR-3


20.00

G.W.L on : 17.04.12 1.3 m

7 nosNo. of. SPT

No. of. CR 8 nosREMARKS

15.00




(Composition: Mainly Sand, Silt and CaCO3. Origin:

Sedimentary)

CR-6 CS

11.00

12.50

CR-4

18.50

17.00

CS 14.00

CS

CSCR-5

CSCR-7



22/44


Location Udankudi

Bore Hole No : BH-4




15cm

30cm

45cm

100

2

1.00-1.45 4 4 4 8

2.00-2.45 6 5 5 10

2.80 Layer

chenge

3.00-3.00 >50 - - >100 50 blows

Rebound

4.00-4.00 >50 - - >100 50 blows

Rebound

>50 - - >100

5.00-5.00 50 blows

Rebound

5.00-6.50 2% Nill

6.50-8.00 3% Nill

8.00-9.50 13% Nill










Massive/Granular, Porous, Fine to Med ium

Brown, Very Dense, Granular, Fine to Coa rse Grained,

Highly Weathered Calcareous SANDSTONE.

Brown, Very Dense, Granular, Fine to Coa rse Grained,




Highly to Moderately Weathered Calcareous

SANDSTONE.

G.W.L on : 22.04.12

No. of. CR

1.20 m REMARKS


Fig No.4

No. of. SPT


PVT. LTD

CS 8.00

SPT-1

4.00

DEPTH(m)

9.50CS

3.00

20

REMARKS

R.Q.D(%)

SPT'N' PROFILE

TESTDEPTH(m)

60

SPT"N"

Blows/300mm

40

80

SS

10 nos

5 nos





SPT-5

6.50CS

SS

CR-1

5.00

SPT-3

SPT-4

SS

1.00

2.00

PENETRATION

VALUES

SS

SS


STRUCTURE

SAMPLETYPE

VISUAL DESCRIPTION

COLOUR

GROUNDLEVEL

(m)

LEGEND

TESTNO

C.R(%)

Brown

Silty SAND


CR-3

SPT-2

3.00

9.50

Loose,

Granular

CR-2

Coordinates : N(-246.000),E(+41.250)

Reduced Level : 95.397

G.W.L



23/44


Location Udankudi

Bore Hole No : BH-4




15cm

30cm

45cm

100


Fig No.4


PVT. LTD

DEPTH(m)

20

REMARKS

R.Q.D(%)

SPT'N' PROFILE

TESTDEPTH(m)

60

SPT"N"

Blows/300mm

40

80

PENETRATION

VALUES


STRUCTURE

SAMPLETYPE

VISUAL DESCRIPTION

COLOUR

GROUNDLEVEL

(m)

LEGEND

TESTNO

C.R(%)

Coordinates : N(-246.000),E(+41.250)


11.00-11.00 15% Nill

11.00-12.50 7% Nill

12.50-14.00 15% Nill

14.00-15.00 22% Nill

15.00-17.00 13% Nill

17.00-18.50 15% Nill

CR-10 CS 20.00 18.50-20.00 23% Nill



Moderately to Slightly Weathered CalcareousSANDSTONE.(Composition: Mainly Sand, Silt and

Ca CO 3 Origin: Sedimentary)




SANDSTONE.


SANDSTONE. (Composition: Mainly Sand, Silt and










SANDSTONE. (Composition: Mainly Sand, Silt and







18.50

17.00

CR-6

REMARKS




SANDSTONE.

CSCR-4

CR-5

20.00

CR-9 CS

15.00

14.00

CR-7Calcareous SANDSTONE

G.W.L on : 22.04.12 1.20 m5 nosNo. of. SPT

No. of. CR 10 nos

CR-8 CS

11.00

12.50

CS

CS

CS



24/44


Location Udankudi

Bore Hole No : BH-5




15cm

30cm

45cm

100

2

1.00-1.45 3 2 3 5

2.00-2.45 3 3 3 6

3.00-3.45 11 13 17 30

4.00-4.00 >50 - - >100 50 blows

Rebound

5.00-5.45 15 40 39 79

6.50-6.50 >50 - - >100 50 blows

Rebound

8.00-8.00 >50 - - >100 50 blows

Rebound

9.5-9.50 >50 - - >100 50 blowsRebound


Medium to C oarse G rained,






Calcareous SANDSTONE.Calcareous SANDSTONE

So

ft,

Cohesive

Compact,

Granular

SPT-8

SPT-2

SPT-3

SPT-4

Brown

Brown

Silty SANDwith Gravel


STRUCTURE

SAMPLETYPE

VISUAL DESCRIPTION

COLOUR

GROUNDLEVEL

(m)

TESTNO

C.R(%)

LEGEND

SPT-6

SS

SPT-7

SS

SPT-5

SS

1.00

2.00

6.50SS

SS

SS

3.00

Silty Cayey SAND

Silty SAND

9.50

PENETRATION

VALUES

5.00

REMARKS

REMARKS

R.Q.D(%)

SPT'N' PROFILE

TESTDEPTH(m)

60

SPT"N"

Blows/300mm

Fig No.5

3.00

4.00

DEPTH(m)

40

80

20

SS

12 nosNo. of. SPT

3 nos

Brown

Silty SAND

Coordinates :

5.00

8.00

9.50

No. of. CR1.8 mG.W.L on : 11.04.12

N(-176.000),E(+41.250)


Verydense,

Granula

r


PVT. LTD

SS 8.00

SPT-1

4.00


G.W.L

Note: SPT-Standard Penetration Test SS-Soil Sample, UDS-Un Disturbed Sample CS-Core Sample CR-Core Recovery , RQD-Rock Quality Designatio


25/44


Location Udankudi

Bore Hole No : BH-5




15cm

30cm

45cm

100


STRUCTURE

SAMPLETYPE

VISUAL DESCRIPTION

COLOUR

GROUNDLEVEL

(m)

TESTNO

C.R(%)

LEGEND

PENETRATION

VALUESREMARKS

R.Q.D(%)

SPT'N' PROFILE

TESTDEPTH(m)

60

SPT"N"

Blows/300mm

Fig No.5

DEPTH(m)

40

80

20

Coordinates : N(-176.000),E(+41.250)



PVT. LTD


11.00-11.00 >50 - - >100 50 blows

Rebound

12.50-12.50 >50 - - >100 50 blows

Rebound

14.00-14.00 >50 - - >100 50 blows

Rebound

>50 - - >100

15.00-15.00 50 blows

Rebound

15.00-16.50 7% Nill

16.50-18.00 14% Nill

CR-3 CS 20.00 18.00-20.00 22% 7%

Whitish/Greenish Grey, Moderately Strong, Massive,

Granular, Fine Grained, Slightly Weathered

Calcareous SANDSTONE/MUDSTONE. (Composition:

Mainly Sand and Silt with CaC O3 . Origin:

Sedimentary)

Whitish/Greenish Grey, Moderately Strong, Massive,

Granular, Fine Grained, Slightly Weathered

Calcareous SANDSTONE/MUDSTONE. (Composition:

Mainly Sand and Silt with CaCO3. Origin: Sedimentary)



Completely to Highly

Weathered CalcareousSANDSTONE.




Weathered Calcareous

SANDSTONE.




Weathered Calcareous

SANDSTONE.

Whitish/Greenish Grey, Moderately Strong to Strong,

Massive and Granular, Fine to Medium Grained, Highly

to Moderately Weathered Calcareous SANDSTONE.(Composition: Mainly Sand, Silt and CaCO3. Origin:

Sedimentary)





16.50CSCR-1

18.00CR-2 CS

REMARKS12 nosNo. of. SPT

20.00

SPT-11

SPT-9

No. of. CR 3 nosG.W.L on : 11.04.12 1.8 m

SS 14.00

SSSPT-10

SS 11.00

12.50


15.00SSSPT-12

Calcareous

SANDSTONE/MUDSTONE



26/44


Location Udankudi

Bore Hole No : BH-6




15cm

30cm

45cm

100

2

1.00-1.45 3 4 3 7

2.00-2.45 2 4 4 8

3.00-3.10 50/1

0

- - >100 50 blows

Rebound

4.00-4.00 - - - >100 50 blows

Rebound

5.00-5.00 - - - >100 50 blows

Rebound

5.00-6.50 - - - >100 50 blows

Rebound

8.00-8.00 50 blows

Rebound

8.00-9.50 47% 31%

G.W.L on : 20.04.12

White and Reddish Brown, Moderately Strong, Massive

and G ranular, Porous, Fine to Medium Grained,

Moderately Wea thered Calcareous SANDSTONE

and /with LIMESTONE.(Composition: Mainly Sand , Silt

and C aC O3. Origin: Sedimentary)


and Granular, Porous, Fine to Medium


Fig No.6

8 nosNo. of. CR


PVT. LTD

SS 8.00

SPT-1

4.00

Loose,

Granular

DEPTH(m)

CS

3.00

REMARKS

R.Q.D(%)

SPT'N' PROFILE

TESTDEPTH(m)

60

SPT"N"

Blows/300mm

40

80

20

PENETRATION

VALUES

6.50SS

SS

SPT-6

SPT-3

SPT-4

SS

SS


STRUCTURE

SAMPLETYPE

VISUAL DESCRIPTION

COLOUR

GROUNDLEVEL

(m)

TESTNO

C.R(%)

LEGEND


Brow

n

Verydense,

Granular

7 nosNo. of. SPT1.30 m REMARKS

CR-1

SPT-2

SS

SS

1.00

2.00

5.00

SPT-7

SPT-5

Silty SAND

1.00

4.00

9.50

Silty SAND

Silty SAND with

Gravel

Brown

Brown

Loose,

Granular

Verydense,

Granular

Coordinates : N(-176.000),E(+191.250)


G.W.L

Note: SPT-Standard Penetration Test SS-Soil Sample, UDS-Un Disturbed Sample CS-Core Sample CR-C ore Recovery , RQD-Rock Quality Designation


27/44


Location Udankudi

Bore Hole No : BH-6




15cm

30cm

45cm

100


Fig No.6


PVT. LTD

DEPTH(m)

REMARKS

R.Q.D(%)

SPT'N' PROFILE

TESTDEPTH(m)

60

SPT"N"

Blows/300mm

40

80

20

PENETRATION

VALUES


STRUCTURE

SAMPLETYPE

VISUAL DESCRIPTION

COLOUR

GROUNDLEVEL

(m)

TESTNO

C.R(%)

LEGEND

Coordinates : N(-176.000),E(+191.250)


9.50-10.50 20% Nill

10.50-12.00 43% 11%

12.00-13.50 29% 7%

13.50-15.00 41% 24%

15.00-16.50 30% Nill

16.50-18.50 16% Nill

CR-8 CS 20.00 18.50-20.00 29% Nill

Grained, Moderately Weathered Calcareous

SANDSTONE and/with LIMESTONE.(Composition: Mainly

Sand, Silt and C aC O3. Origin: Sedimentary)




and/with LIMESTONE.(Composition: Ma inly Sand Siltand C aC O3. Origin: Sedimentary)

White and Brown, Weak to Moderately Strong,

Massive, Granular, Porous, Fine to Medium Grained,


and /with LIMESTONE. (Composition: Ma inly Sand, Silt


White and Brown, Moderately Strong to Strong, Massive



and/ with LIMESTONE.




and /with LIMESTONE. (Composition: Ma inly Sand, Silt


G.W.L on : 20.04.12 1.30 mNo. of. SPT

13.50

20.00

CR-4

CSCR-2

CS

CR-5

No. of. CR 8 nos

CS

CR-6 CS

10.50

12.00

REMARKS

18.50

16.50

7 nos

15.00

Brown and White, Moderately Strong to Strong, Massive



(Composition: Mainly Sand, Silt and C aC O3. Origin:

Sedimentary)

CS




and/ with LIMESTONE.CR-7

CR-3

CS


Note: SPT-Standard Penetration Test SS-Soil Sample, UDS-Un Disturbed Sample CS-Core Sample CR-C ore Recovery , RQD-Rock Quality Designation


28/44


Location Udankudi

Bore Hole No : BH-7




15cm

30cm

45cm

100

2

1.00-1.45 5 5 5 10

2.00-2.45 7 4 5 9

2.60 m Layer

change

3.00-3.00 >50 - - >100 50 blows

Rebound

4.00-4.00 >50 - - >100 50 blows

Rebound

>50 - - >100

5.00-5.00 50 blows

Rebound

5.00-6.50Nil Nil

6.50-8.00Nil Nil

8.50 m Layer

change

CR-3 CS 10.00 8.50-10.00 24% Nill





Whitish Brown, Moderately Strong, Massive/Granular,

Porous, Fine to Medium Grained, Moderately



Whitish Brown, Moderately Strong, Massive/Granular,Fine to Medium Grained,

REMARKS


Fine to Coarse Grained,







3.00





10.00

SPT-3

SPT-4


STRUCTURE

SAMPLETYPE

VISUAL DESCRIPTION

COLOUR

GROUNDLEVEL

(m)

20

REMARKS

R.Q.D(%)

TESTNO

C.R(%)

LEGEND

SPT-2

1.00

2.00

SPT"N"

Blows/300mm

40

80

SPT'N' PROFILE

5.00

CR-2

SPT-5

6.50CS

SS

CR-1

TESTDEPTH(m)

DEPTH(m)

SS

SS

SS

SS

60


Fig No.7

PENETRATION

VALUES

Coordinates : N(-176.000),E(+371.250)

8.00

SPT-1

4.00

ClayeySAND

Silty SAND

Brown

Loose,

Granular


1.00

2.00

5 nosNo. of. SPT

9 nos


No. of. CR

2.25mG.W.L on 23.04.12


PVT. LTD

CS

G.W.L



29/44


Location Udankudi

Bore Hole No : BH-7




15cm

30cm

45cm

100


STRUCTURE

SAMPLETYPE

VISUAL DESCRIPTION

COLOUR

GROUNDLEVEL

(m)

20

REMARKS

R.Q.D(%)

TESTNO

C.R(%)

LEGEND

SPT"N"

Blows/300mm

40

80

SPT'N' PROFILE

TESTDEPTH(m)

DEPTH(m)

60


Fig No.7

PENETRATION

VALUES

Coordinates : N(-176.000),E(+371.250)



PVT. LTD

10.00-11.50 63% 51%

11.50-13.00 37% 31%

13.00-14.50 26% 13%

14.50-16.00 24% 9%

16.00-18.00 29% 23%

CR-9 CS 20.00 18.00-20.00 19% 5%


Fine to Medium Grained, Porous, Moderately

Weathered Calcareous SANDSTONE and/with

LIMESTONE.


Fine to Medium Grained, Porous filled with non plasticfines, Moderately to Slightly Weathered Calcareous

SANDSTONEand/with LIMESTONE. (C omposition:



Fine to Medium Grained, Porous filled with non plastic

fines, Moderately to Slightly Weathered Calcareous

SANDSTONEand/with LIMESTONE. (C omposition:




fines, Moderately Weathered Calcareous SANDSTONE

and /with LIMESTONE. (Composition: Ma inly Sand, Siltand CaCO3. Origin: Sedimentary)

Porous, Moderately Weathered Calcareous

SANDSTONEand/with LIMESTONE. (Composition:




fines, Moderately Weathered Calcareous SANDSTONE

and/ with LIMESTONE. (Composition: Ma inly Sand, Silt

and CaCO3. Origin: Sedimentary)

13.00

16.00

14.50

11.50

5 nosREMARKS

10 nos

18.00

CS

CS

CS

No. of. SPT

CR-6

CR-4

CR-5

G.W.L on : 23.04.12 2.25 m

CR-8 CS

CSCR-7

No. of. CR


20.00



30/44


Location Udankudi

Bore Hole No : BH-8


Ground Water Level : 2.3 m on19.04.2012 Start Date : 16.04.2012


15cm

30cm

45cm

100

2

1.00-1.45 3 3 2 5

2.00-2.45 2 2 2 4

3.00-3.39 14 30 50/ 9 >100 50/9cm

penetration

4.00-4.10 50/1

0

- - >100 50/10cm

penetration

>50 - - >100

5.00-5.00 50 blows

Rebound

5.00-6.50 Nill Nill

6.50-8.00 2% Nill

CR-3 CS 10.00 8.00-10.00 5% Nill

Brown, Very Dense, Massive and Granular, Fine to

Med ium Grained, Highly Weathered Calcareous

SANDSTONE.

Brown, Very Dense, Massive and Granular, Fine to

Med ium Grained, Highly Weathered Calcareous

SANDSTONE.

Brown and White, Moderately Strong, Massive and

Granular, Porous, Fine to Medium Grained, Moderately

Weathered Calcareous SANDSTONEand/with

LIMESTONE. (C omposition: Mainly Sand, Silt and


Brown and White, Moderately Strong to Strong,

Massive and Granular, Porous, Fine to Medium

2.00

5.00

10.00

Silty SANDwith

Gravel


Brown

Brown

Verydense,

Granular

Ve

ryLoose,

Granular

Silty SAND


STRUCTURE

SAMPLETYPE

VISUAL DESCRIPTION

COLOUR

GROUNDLEVEL

(m)

TESTNO

C.R(%)

LEGEND

5.00

SPT-2

SS

SS

1.00

2.00

SS

CR-1

SPT-3

SPT-4

SS

SPT'N' PROFILE

TESTDEPTH(m)

60

SPT"N"

Blows/300mm

40

80

20

PENETRATION

VALUES

DEPTH(m)

3.00

REMARKS


Fig No.8

REMARKS

R.Q.D(%)


PVT. LTD

CS 8.00

SPT-1

4.00

CR-2

SS

SPT-5

6.50CS

5 nosNo. of. SPT

10 nosNo. of. CR2.3mG.W.L on 19.04.12

Coordinates :

Reduced Level :

N(-97.000),E(+228.250)

95.468

G.W.L



31/44


32/44

APPENDIX II


33/44


34/44

Client: M/s.IND-BARATH POWER (MADRAS) Ltd. Soil Investigation for the Proposed Thermal Powe

NVALUE

DEPTH,mtrs

SAMPLE

IS.CLASSIFICATION

GRAVEL,%

SAND,%

SILT&CLAY,%

LIQUIDLIMIT.%

PLASTICLIMIT,%

PLASTICITYINDEX

13 1.00 SPT-1 Silty SAND SM 1 77 22 2.66

>100 2.00 SPT-2 Rebound (SAND)

>100 3.00 SPT-3 Rebound (SAND)

>100 4.00 SPT-4 Rebound (SAND)>100 5.00 SPT-5 Rebound (SAND)

- 5.00 - 6.50 CR-1

- 6.50-8.00 CR-2

- 8.00-9.50 CR-3

- 9.50-11.00 CR-4

- 11.00-12.50 CR-5

- 12.50-14.00 CR-6

- 14.00-15.50 CR-7

- 15.50-17.00 CR-8

- 17.00-18.50 CR-9

- 18.50-20.00 CR-10

Highly to Moderately Weathered Calcareous SANDSTONE.




ATTERBERG LIMITS

SOIL DESCRIPTION

GRAIN SIZE ANALYSIS

WETDENSITY,gm/cc



TEST RESULTS

Boring Date

Location

Udankudi

Project : Soil Investigation for the Proposed Thermal

Power Plant at Udankudi, Tuticorin,T.N.

25.04.2012

G.W.L 1.20m on 26.04

20.00Termination Dept


WATERCONTENT,%

SPECIFICGRAVITY

Water table

DRYDENSITY,gm/cc




Note: Type of Sample: CR-Core Recovery, RQD-Rock Quality Designation Test Method: UCS- UnConfined Comp


35/44


NVALUE

DEPTH,mtrs

SAMPLE

IS.CLASSIFICATION

GRAVEL,%

SAND,%

SILT&CLAY,%

LIQUIDLIMIT.%

PLASTICLIMIT,%

PLASTICITYINDEX

11 1.00 SPT-1 Silty SAND SM 0 81 19 2.65

13 2.00 SPT-2 Silty SAND SM 5 65 30 2.67

>100 3.00 SPT-3

>100 4.00 SPT-4>100 5.00 SPT-5

>100 6.50 SPT-6

>100 7.50 SPT-7 Completely Weathered Calcareous SANDSTONE.

- 7.50-9.00 CR-1

- 9.00-10.50 CR-2

- 10.50-12.00 CR-3

- 12.00-13.50 CR-4

- 13.50-15.00 CR-5

- 15.00-16.50 CR-6

- 16.50-18.00 CR-7

- 18.00-20.00 CR-8

G.W.L 1.30m on 26.04

20.00

WATERCONTENT,%

Moderately to Slightly Weathered Calcareous SANDSTONE.








Water table

DRYDENSITY,gm/cc

TEST RESULTS

Boring Date

Location

Udankudi



25.04.2012Termination Dept

Completely Weathered Calcareous SANDSTONE.Completely Weathered Calcareous SANDSTONE.


SOIL DESCRIPTION

GRAIN SIZE ANALYSIS

WETDENSITY,gm/cc


SPECIFICGRAVITY

ATTERBERG LIMITS



36/44


37/44


NVALUE

DEPTH,mtrs

SAMPLE

IS.CLASSIFICATION

GRAVEL,%

SAND,%

SILT&CLAY,%

LIQUIDLIMIT.%

PLASTICLIMIT,%

PLASTICITYINDEX

8 1.00 SPT-1 Silty SAND SM 0 88 12 2.67

10 2.00 SPT-2 Silty SAND SM 0 85 15 2.66

>100 3.00 SPT-3

>100 4.00 SPT-4

>100 5.00 SPT-5

- 5.00-6.50 CR-1

- 6.50-8.00 CR-2

- 8.00-9.50 CR-3

- 9.50-11.00 CR-4

- 11.00-12.50 CR-5

- 12.50-14.00 CR-6

- 14.00-15.50 CR-7

- 15.50-17.00 CR-8

- 17.00-18.50 CR-9- 18.50-20.00 CR-10


Moderately to Slightly Weathered Calcareous SANDSTONE.Moderately to Slightly Weathered Calcareous SANDSTONE.




TEST RESULTS

Boring Date

Location

Udankudi






G.W.L 1.20m on 22.04

20.00

WATERCONTENT,%

SPECIFICGRAVITY

Water table

DRYDENSITY,gm/cc




ATTERBERG LIMITS

SOIL DESCRIPTION

GRAIN SIZE ANALYSIS

WETDENSITY,gm/cc





38/44


NVALUE

DEPTH,mtrs

SAMPLE

IS.CLASSIFICATION

GRAVEL,%

SAND,%

SILT&CLAY,%

LIQUIDLIMIT.%

PLASTICLIMIT,%

PLASTICITYINDEX

5 1.00 SPT-1 Silty Clayey SAND SC-CL 0 63 37 33 13 20 18 2.62

6 2.00 SPT-2 Silty Clayey SAND SC-CI 0 60 40 36 14 22 23 2.63

30 3.00 SPT-3 Silty SAND SM 10 72 18 24 2.64

>100 4.00 SPT-4 Silty SAND SM 36 52 12 2.6475 5.00 SPT-5 Silty SAND SM 7 78 15 17 2.66

>100 6.50 SPT-6 Silty SAND SM 21 63 16

>100 8.00 SPT-7

>100 9.50 SPT-8

>100 11.00 SPT-9

>100 12.50 SPT-10

>100 14.00 SPT-11

>100 15.00 SPT-12

- 15..00-16.50 CR-1

- 16.50-18.00 CR-2

- 18.00-20.00 CR-3 Slightly Weathered Calcareous SANDSTONE/MUDSTONE.

Termination Dept

ATTERBERG LIMITS

SOIL DESCRIPTION

TEST RESULTS

Boring Date

Location

Udankudi



13.04.2012

GRAIN SIZE ANALYSIS

G.W.L 1.80m on 14.04

20.00

WATERCONTENT,%

SPECIFICGRAVITY

Water table

DRYDENSITY,gm/cc

WETDENSITY,gm/cc


Slightly Weathered Calcareous SANDSTONE/MUDSTONE.




Completely to Highly Weathered Calcareous SANDSTONE.





39/44


NVALUE

DEPTH,mtrs

SAMPLE

IS.CLASSIFICATION

GRAVEL,%

SAND,%

SILT&CLAY,%

LIQUIDLIMIT.%

PLASTICLIMIT,%

PLASTICITYINDEX

7 1.00 SPT-1 Silty SAND SM 0 93 7 16 2.65

8 2.00 SPT-2 Silty SAND SM 11 76 13 21 2.66

>100 3.00 SPT-3 Silty SANDWith gravel SM 31 52 17 22 2.63>100 4.00 SPT-4 Silty SAND SM 0 95 5 22

>100 5.00 SPT-5 Silty SAND SM 0 93 7 16 2.64

>100 6.50 SPT-6 Silty SAND SM 0 96 4 21 2.65

>100 8.00 SPT-7 Silty SAND SM 0 82 8 16

- 8.00-9.00 CR-1

- 9.00-10.50 CR-2

- 10.50-12.00 CR-3

- 12.00-13.50 CR-4

- 13.50-15.00 CR-5

- 15.00-16.50 CR-6

- 16.50-18.50 CR-7

- 18.50-20.00 CR-8



ATTERBERG LIMITS

SOIL DESCRIPTION

GRAIN SIZE ANALYSIS

WETDENSITY,gm/cc




TEST RESULTS

Boring Date

Location

Udankudi







G.W.L 1.30m on 20.04

20.00

WATERCONTENT,%

SPECIFICGRAVITY

Water table

DRYDENSITY,gm/cc



40/44


NVALUE

DEPTH,mtrs

SAMPLE

IS.CLASSIFICATION

GRAVEL,%

SAND,%

SILT&CLAY,%

LIQUIDLIMIT.%

PLASTICLIMIT,%

PLASTICITYINDEX

10 1.00 SPT-1 Clayey SAND SC-CI 0 53 47 37 13 24 2.62

9 2.00 SPT-2 Silty SAND SM 0 86 14 2.67

>100 3.00 SPT-3

>100 4.00 SPT-4>100 5.00 SPT-5

- 5.00-6.50 CR-1

- 6.50-8.50 CR-2

- 8.50-10.00 CR-3

- 10.00-11.50 CR-4

- 11.50-13.00 CR-5

- 13.00-14.50 CR-6

- 14.50-16.00 CR-7

- 16.00-18.00 CR-8

- 18.00-20.00 CR-9







TEST RESULTS

Boring Date

Location

Udankudi




G.W.L 2.25 m on 23.04

20.00

WATERCONTENT,%

SPECIFICGRAVITY

Water table

DRYDENSITY,gm/cc



ATTERBERG LIMITS

SOIL DESCRIPTION

GRAIN SIZE ANALYSIS

WETDENSITY,gm/cc


Completely Weathered Calcareous SANDSTONE.Completely Weathered Calcareous SANDSTONE.




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APPENDIX III


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BOREHOLES LOCATION

DRAWING


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soil investigation report on 11.5.2012

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