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BRC/REP/120287/2012 20/02/2012

To,

The Executive Engineer,

P.W.D. Civil Division No. - III,Dadra & Nagar Haveli (U.T),

Silvassa.

SUBJECT : SUB- SOIL INVESTIGATION REPORTREFERENCE: PROPOSED SITE FOR CONSTRUCTION OF CHECK DAM

CUM COUSEWAY AT ATHOLA, SILVASSA.

Dear Sirs,

With reference to the above referred site investigation, herewith, we are submitting detailed Sub

Soil Investigation Report based on Sub soil exploration, physical and engineering testing of soil

characteristics.

This report is based on two boreholes data, one up to 4.45m depth & other up to 6.45m depth

from Ground Level. Borehole locations were selected in such a way that it covers the entire area

under construction. If any change in strata other than the location of the borehole mentioned inthis report is observed at the time of excavation, it is advisable to contact us immediately for

further investigation.

Thanking you.

Sincerely Yours,

For Bhumi Research Center

Authorised Signatory

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REPORT

ON

SUB-SOIL

INVESTIGATION

Name of Work: Proposed site for Construction of Check Damcum Causeway at Athola, Silvassa.

Client: The Executive Engineer,P.W.D. Civil Division No. - III,Dadra & Nagar Haveli (U.T),Silvassa.

Project No.: 120287

Month: February 2012

Prepared By

Bhumi Research Center(soil mechanics division)

509, Poddar Arcade,Khand Bazar,

Varachha Road, SuratPhone: 2551919, 9825169540.

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CONTENTS

SR. NO. TITLE SHEET NO.

01 INTRODUCTION 01

02 GENERAL SITE CONDITION 02

03 FIELD WORK 02

04 SUB SOIL STRATIFICATION 04

05 ANALYSIS OF DATA 05

06 BEARING CAPACITY OF SOIL 08

07 CONCLUSION AND RECOMMENDATIONS 09

08 TABLES

8.1) FIELD PROGRAM SUMMARY 11

8.2) SUMMARY OF GRAIN SIZE ANALYSIS 13

8.3) SUMMARY OF SHEAR & SWELLING PARA. 15

09 FIGURES

9.1) PARTICLE SIZE DISTRIBUTION CURVE 16

10 BORE LOG OF EXPLORATION 18

11 IS CLASSIFICATION OF SOIL 20

12 REFERENCES/BIBLIOGRAPHY 21

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Project No. Sheet No.

120287 01

REPORT ON SUB SOIL EXPLORATION

1.0 INTRODUCTION:The investigation of the site is an essential prerequisite to the construction of all civil

engineering works with a view to assess the general suitability of the site for the proposed new

works and to enable in preparing an adequate and economic design.In particular, it is necessary to assess the changes that may occur during or after the

construction of structure due to the choice of materials or methods of construction, which may

adversely affect safety of structure or after its performance or utility.

It is usually judicious to collect information relating to the site prior to commencing its

exploration. The exploration of the site for an important structure requires the exploration and

sampling of all strata likely to be significantly affected by the structural load. The extent of this

exploration will depend on the site and structure.

All structures rest on the foundation soil and their performance depends on soil behavior. Soil

forms the most widely used material of construction of earth dams, roads and canals. To study

the behavior of soil in foundation or earthwork engineering, properties of soil under the actual

field conditions have to be obtained.

Soil mechanics is the application of the laws of mechanics and hydraulics to engineering

problems dealing with sediments and other unconsolidated accumulation of solid particles

produced by the mechanical and chemical disintegration of rocks, regardless of whether or not

they contain an admixture of organic constituent.

Soil mechanics provides guidance in design of foundations, rigid & flexible pavements,

underground and earth retaining structures, embankments and excavations and earth dams. Soil

engineering embodies the use of best practices in exploration, testing, design & construction

controls.

Soil exploration provides the detailed sub soil conditions such as Stratification, Hardness &

Denseness of the strata, Position of Ground Water table level, Compressibility, Soil stability,

Stress analysis, Shearing resistance & Failure analysis.

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This complete report is very much useful for

Calculation of Safe Bearing Capacity (SBC) of the soil, The Estimation & provision of the ground water table level in design of foundation and

if needed to decide upon the method to solve the ground water problem,

To select an Economical yet safe Design of foundation, The Economical optimization of foundation design, The Foundation settlement analysis & to provide provision for the same in design, To check the probability of Liquefaction of the soil, To forecast the difficulties which are likely to be encountered due to the nature of

subsoil during construction and to take advance action in that regard.

A detailed foundation investigation work for the above-subjected work was entrusted to Bhumi

Research Center, Surat by The Executive Engineer, PWD, Silvassa for sub soil stratification of

proposed site for Construction of check dam cum causeway at Athola, Silvassa. After visitingthe site jointly; it was decided to drill 02 No. boreholes, one up to 4.45m depth & other up to

6.45m depth from GL by hand auger boring at various locations. The position of boreholes was

decided with client as per structure locations.

2.0 GENERAL SITE CONDITION:The data supplied by the owner are as under:

1) Client: The Executive Engineer, PWD, Silvassa.2) Site: Proposed site for Construction of check dam cum causeway at Athola,

Silvassa.

3.0 FIELD INVESTIGATION:

Two boreholes of 150 mm dia. were drilled, one up to 4.45m depth & other up to 6.45m

depth from GL by Shell & Auger Casing. Summary of Field Work is given under Table 9.1.

3.1 The actual fieldwork started on 15/02/2012.The location of Boreholes were finalized

jointly after due consideration of the building locations & topography of the site.

3.1.1 Disturbed Samples:

Disturbed representative samples were collected from Borehole cutting and from split

spoon sampler. The soil samples so collected were logged, labeled and placed in

polyethylene bags.

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120287 03

3.1.2 Undisturbed Samples:The Undisturbed samples have been collected in 70 mm x 600 mm long thin walled

sampler as per IS 2132:1981 at every 2.00m depth interval or as per requirement of

foundation depth investigation or change in strata whichever met earlier. The sampler has

smooth surface and appropriate area ratio and cutting edge angle as required by IS

1892:1972 to ensure minimum disturbance of soil during sampling. Following design

features of sampler, which govern the degree of disturbances, were considered while

selecting sampler.

Sampler was coupled together with a socket with vent holes and ball check valve to form

sampling assembly. On cleaning the borehole, the sampler was lowered inside the

borehole on a string of drilled rods and was driven to a predetermined level with the help

of falling hammer. On completion of driving, the sampler first rotated within the borehole

to shear the soil and then pulled out. On bringing up the sampling assembly to the ground

surface, the sampler was removed, labeled and waxed on both ends.

3.2 Standard Penetration Test:The Standard Penetration Test (SPT) has been conducted as per IS 2131:1981 at every

2.00m depth interval or as per requirement of foundation depth investigation or change in

strata whichever met earlier, using Split Spoon Sampler confirming IS 9640:1980. The

SPT Spoon having 50.2mm O.D.*35.0mm I.D. was lowered inside the borehole on a

string of drill rods and number of blows for 300 mm penetration of SPT spoon after

150mm as testing drive were recorded under the free fall of 63.5 kg hammer from 750mm

height. A true vertical free fall of hammer was observed. The minimum open length of the

sampler was 60 cm. The sampler is first driven through 15 cm as a setting drive. It is

further driven through 30cm or until 100 blows have been applied. The test was stopped if

the penetration is less than 2.5 cm under 50 blows. SPT N values are given in bore logs.

3.3 Ground Water Table:

The ground water table was observed @ 2.00m depth from GL in both the boreholes

during sub soil exploration carried out in February 2012.

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120287 04

3.4 Laboratory works:

Following laboratory tests were carried out to determine the physical and engineering

properties of disturbed and undisturbed soil samples. All samples were tested for

classification and specific gravity. The test results are incorporated along with bore log

exploration datasheet.

The tests were conducted as per relevant Indian Standards as mentioned below.

Name of Test Confirming to IS No.

1) Sieve Analysis IS 2720 Part 4-1976

2) Atterberg Limit IS 2720 Part 5-1985(Reaffirmed 2001)

3) FDD FMC IS 2720 Part 9

4) Specific Gravity IS 2720 Part 3- Section 2-1980(Reaffirmed 1997)

5) Shear Parameters IS 2720 Part 13-1986

(Reaffirmed 1997)

6) Consolidation IS 2720 Part 15- 1965(Reaffirmed 1997)

7) Swell Pressure IS 2720 Part 41

8) Swelling Index IS 2720 Part 40-1977(Reaffirmed 1997)

9) Shrinkage Limit IS 2720 Part 6-1972(Reaffirmed 2001)

The tests were conducted as per relevant Indian Standards as mentioned above.

4.0

SUB SOIL STRATIFICATION:4.1 Analysis of data:

The field data and laboratory classification reveal stratification in general as given under.

Borehole 01

4.1.1 Layer No 1: The layer from GL to 1.50m i.e.1.50m thick layer is observed of

yellowish plastic silty clay & clayey sand with gravels. The percentage of silt & clay

varies from 39 to 54, the percentage of sand varies from 32 to 35 & the percentage of

gravel varies from 11 to 29.

4.1.2 Layer No 2: The layer from 1.50m to 4.45m i.e. up to investigation depth consists of

brownish to grayish non plastic poorly graded gravels & friable hard murrum with sand

particles. The percentage of silt & clay is 04, the percentage of sand varies from 43 to 47

& the percentage of gravel varies from 49 to 53.

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120287 05

Borehole 02

4.2.1 Layer No 1: The layer from GL to 3.75m i.e.3.75m thick layer is observed of

yellowish medium to high plastic silty clay with sand & gravels. The percentage of silt

& clay varies from 67 to 91, the percentage of sand varies from 09 to 30 & the

percentage of gravel varies from Nil to 03.

4.2.2 Layer No 2: The layer from 3.75m to 5.00mi.e.1.25m thick layer is observed of

brownish plastic silty sand & soft murrum. The percentage of silt & clay is 08, the

percentage of sand is 52 & the percentage of gravel is 40.

4.2.3 Layer No 3: The layer from 5.00m to 6.45m i.e. up to investigation depth consists of

brownish to grayish gravels & friable hard murrum. The percentage of silt & clay varies

from 02 to 04, the percentage of sand varies from 45 to 47 & the percentage of gravel

varies from 49 to 53.

Sieve analysis was performed by using IS sieves of size 4.75mm, 2.00mm, 0.425mm &

0.075mm & 0.002mm for obtaining particle size distribution i.e., Gravel, Sand & Silt +

Clay of Disturbed, Undisturbed & SPT samples. The grain size distributions are

tabulated under Table 8.2 indicating coarse, medium & fine grain and also represented

in Figure 9.1.

5.0 Analysis of data:The field data and laboratory classification reveal stratification in general as given under.

5.1

Standard Penetration Resistance:A comparative study of the SPT N Values (No of blows per 300 mm penetration) has

been done. The SPT N Values are ranging from 13 to 92* for 300 mm penetration (* -

Test terminated at blows > 50 for 150mm penetration) which indicates dense to very

dense strata under foundation depth. The relationship between N value & consistency and

denseness are as under

N Value 0-2 2-4 4-8 8-15 15-30 >30

Consistency Very Soft Soft Medium Stiff Very Stiff Hard

N Value 0-4 4-10 10-30 30-50 >50

Denseness Very Loose Loose Medium Dense Very Dense

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120287 06

5.2 Laboratory Tests:The laboratory tests were conducted on Disturbed and Undisturbed samples. The results

are given in Bore Logs. From the test results, following interpretations are made.

5.2.1 Dry Density and Moisture content:The in situ dry unit weight of soil is needed for stability analysis, for the determination of

the degree of compaction, for evaluation of void ratio and thereby to find out degree of

saturation etc. Percentage moisture content is 13 for Borehole 01 & 27 to 29 for

Borehole - 02. It is compared with Atterberg limits in Fig.10.2. The dry density is

17.27kN/m3for Borehole 01 & 14.52 to 15.00kN/m

3for Borehole 02.

5.2.2 Atterberg Limits:The liquid and plastic limits of soils are both dependent on the amount and type of clay in

a soil and from the basis for the soil classification system for cohesive soils based on the

plasticity tests. Besides their use for identification, the plasticity tests give information

concerning the cohesion properties of soil and the amount of capillary properties of soil

and the amount of capillary water, which it can hold.

The Liquid limit (WL) by cone penetrometer ranges from 30 to 43% for BH-01 & 36 to 53%

for BH 02. The Plastic limit (Wp) ranges from NP to 24% for BH-01 & NP to 29% for

BH-02. The Plasticity Index (Ip) ranges from NP to 21% for BH-01& NP to 28% for BH

02.

5.2.3 Specific Gravity:It has application in finding out the degree of saturation and unit weight of moist soil. The

Specific Gravity is important parameter for finding out various engineering parameters

like void ratio, degree of saturation, shear failure, etc. and is also needed in pressure,

settlement and stability problems in soil engineering. In order to determine Specific

gravity of soil, undisturbed samples were selected for both Boreholes. The Sp. Gr. is 2.60

for Borehole-01 & 2.51 to 2.53 for Borehole 02.

5.2.4 Shear parameters:The controlled strain method was used in case of shear test. These parameters are used inevaluation of stability analysis and in evaluation of ultimate bearing capacity. The

cylindrical specimen for triaxial compression (without the measurement of pore water

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120287 07

pressure) was prepared from undisturbed sample. Shear as well as Triaxial Compression

Test (Unconsolidated Undrained) was conducted.

Direct Shear Test was conducted on specimen remoulded at FDD and submerged for 24

hrs saturation. The range of cohesion c and the angle of shearing resistance for

different soil type is summarized under Table 8.3. The cohesion c ranges from 7.85 to

20.60kN/m2 & The angle of shearing resistance ranges from 20 to 25 degrees.

Triaxial Compression (Unconsolidated Undrain Condition) test was conducted without the

measurement of pore water pressure on undisturbed mould specimen. The value of

cohesion c is 42.18kN/m2

and the angle of internal friction is 12 degrees. These

results for individual samples are summarized under Table No. 8.3.

5.2.6 Swelling Characteristics:Sample at and below the depth of 3.00m was tested for swelling characteristics.

The Shrinkage limit is 23% for Borehole-01 & 02.

The Volumetric Differential Swelling Index ranges from 10 to 30% for Borehole-01 & 02.

These characteristics show low expansive nature of soil stratum @ foundation depth of

3.00m from G.L.

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120287 08

6.0 Safe Bearing Capacity (SBC)Safe Bearing Capacity (SBC) based on Shear failure criterion and Safe Bearing Pressure

(SBP) based on 100 mm settlement (IS 1904: 1986) criterion is worked out.

The allowable bearing capacity shall be taken from the following values whichever is

less.

a) SBC based on Shear parameters: The Net Safe bearing capacity (SBC) basedon shear failure criterion. The Safe Bearing Capacity has been computed based on

shear strength characteristics. The evaluation of SBC is as per Indian Standard IS

6403:1981(Reaffirmed 1997).

b) SBP based on Consolidation parameters: The net safe bearing pressure thatcan be impressed on maximum settlement of 100mm (permissible value for raft

foundations on plastic clay, silt or sandy strata as given in IS 1904: 1986). The Total

settlement has considered as per IS 8009 (Part: I) 1976 (Reaffirmed 1993.).c) SBC & SBP based on SPT N Value: Based on foundation depth @ 3.00m, the

average SPT N-value is worked out as 33 (Least of BH-02) no. of blows/300 mm

penetration. The relation between N values and unconfined compression strength

(qu) is

qu = (N / 7.5) kg /cm2

& qu = 2c tan (45 + /2)/2)/2)/2)

The safe settlement pressure is calculated by the empirical method based on N-value as

per IS 6403:1981 & IS 8009 (Part-1):1976 for usual size footings.

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120287 09

7.0 CONCLUSION AND RECOMMENDATIONS

The proposed site for Construction of check dam cum causeway at Athola, Silvassa, was

explored by two boreholes, one up to 4.45m depth & other up to 6.45m depth from GL at

different locations. The subsequent field and laboratory test results show that

1. The location of boreholes was decided with engineer in-charge as per structure location.The site is leveled and all the levels mentioned are w.r.t the ground level Road level.

2. In general, Sub soil mainly comprises of yellowish plastic silty clay & clayey sand withgravels up to 1.50m depth followed by brownish to grayish non plastic poorly graded

gravels & friable hard murrum with sand particles up to termination depth of 4.45m depth

in Borehole-01.

3. Sub soil mainly comprises of yellowish medium to high plastic silty clay with sand &gravels up to 3.75m depth followed by brownish plastic silty sand & soft murrum up to

5.00m depth followed by brownish to grayish gravels & friable hard murrum up totermination depth of 6.45m depth in Borehole-02.

4. The ground water table was observed @ 2.00m depth from GL in both the boreholesduring sub soil exploration carried out in February 2012. So, the effect of water table is

considered accordingly in evaluation of SBC & settlement values.

5. Depending on the soil strata, SPT-N Values and other test results of both boreholes, raftfoundation is to be taken @ minimum 3.00m depth from Ground Level Plot level.

6. By seeing the properties of soil at foundation depth in BH-02, where FDD is 15.00kN/m 3,water content is around 27% & tri axial shear parameters are as c is 42.18kN/m

2& is

12o

& the load will be govern by intermediate of local & general shear failure, the net safe

bearing capacity (SBC) for raft foundation at depth of3.00m is to be taken as 18.00 t/m2

(177.00 kN/m2) with a factor of safety 3.00.

7. The average SPT-N value under foundation depth worked out as 33. The total expectedelastic settlement calculated as per IS 8009-(part-1) 1976 (Reaffirmed 1993), for the load of

177kN/m2

& NMC of 27%, will be 34mm which is less than the permissible settlement of

100mm (as per IS 1904: 1986). For total settlement limit other than 100mm, the safe

bearing pressure will change accordingly.

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120287 010

8. These values of SBC/ SBP are only for symmetric static loading conditions. The inclined& dynamic loading condition has not considered while computing the Safe Bearing

Capacity (SBC).

9. The strata @ foundation depth of 3.00m from GL in both boreholes show low swellingcharacteristics.

10. Engineering properties of strata below foundation level, i.e. void ratio (e), Coefficient ofuniformity (Cu), Plasticity index (Ip), D60, & Soil Classification and SPT-N value indicate

the strata up to investigation depth is having low potential of liquefaction.

11. The value of SBC is based on fieldwork carried out from 02 Nos. boreholes, one up to4.45m depth & other up to 6.45m depth from GL and laboratory test results of the samples

collected from them. During excavation of trenches, if any change in strata is found, it is

advisable to report immediately for further investigation.

For Bhumi Research Center

Authorized Signatory

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120287 011

TABLE 8.1.1

SUMMARY OF FIELD PROGRAMME

Reference Level :- Ground Level Bore No. :-01

Type of Boring :-Shell auger & Casing Soil sampler used :- Shelby + SPT

Dia. of Boring :-150mm Date of start :- 15/02/2012

W. T. from GL :- 2.00m Completion Date:- 15/02/2012

No. of blowsSr.

No.Depth from

GL (m)Type of Test Type of

SampleFDD

(kN/m3) 150mm 150mm 150mm

N per

300mm

Corted

N#

1 0.00-0.50 D/S D/S

2 1.00 -1.45 FDD/FMC UDS 17.27

3 2.00 -2.45 SPT D/S 10 18 23 41 35

4 3.00 -3.45 SPT D/S 27 50 - 77* 56

5 4.00 -4.45 SPT D/S 32 50 - 82* 56

Abbreviations: -

FDD/FMC : Field Dry Density/ Field Moisture Content

UDS : Undisturbed Sample

SPT : Standard Penetration TestD/S : Disturbed Sample

# : SPT N Values are corrected for OBP & Dilatancy

* : Test terminated at blows > 50 for 150mm penetration

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TABLE 8.1.2

SUMMARY OF FIELD PROGRAMME

Reference Level :- Ground Level Bore No. :-02

Type of Boring :-Shell auger & Casing Soil sampler used :- Shelby + SPT

Dia. of Boring :-150mm Date of start :- 16/02/2012

W. T. from GL :- 2.00m Completion Date:- 16/02/2012

No. of blowsSr.

No.Depth from

GL (m) Type of TestType ofSample

FDD(kN/m

3) 150mm 150mm 150mm

N per

300mm

Corted

Nc#

1 0.00-0.50 D/S D/S

2 1.00 -1.45 FDD/FMC UDS 14.52

3 2.00 -2.45 SPT D/S 3 5 8 13 -

4 3.00 -3.45 FDD/FMC UDS 15.00

5 4.00 -4.45 SPT D/S 12 29 39 68 49

6 5.00 -5.45 SPT D/S 15 32 45 87 59

7 6.00 -6.45 SPT D/S 42 50 - 92* 59

Abbreviations: -FDD/FMC : Field Dry Density/ Field Moisture Content

UDS : Undisturbed Sample

SPT : Standard Penetration Test

D/S : Disturbed Sample

# : SPT N Values are corrected for OBP & Dilatancy

* : Test terminated at blows > 50 for 150mm penetration

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TABLE 8.2.1

SUMMARY OF GRAIN SIZE ANALYSIS

BORE HOLE NO: 01

Sand4.75 mm-0.075mmDepth Sample

Gravel>4.75

mm C M F

Silt+Clay

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TABLE 8.2.2

SUMMARY OF GRAIN SIZE ANALYSIS

BORE HOLE NO: 02

Sand4.75 mm-0.075mmDepth Sample

Gravel>4.75

mm C M F

Silt+Clay

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TABLE 8.3

STATEMENT SHOWING SHEAR & SWELLING PARAMETERS

Shear parameters Swelling CharacteristicsBore

holeNo.

Depth

from GL(m)

ClassificationType

ckN/m2

Angle

Deg.

Swelling

Index

Shrinkage

Limit

01 1.00 SCTuu

DS

--

7.85

--

25

30 23

02 3.00 CH

Tuu

DS

42.18

20.60

12

20

20 23

DS : Direct Shear on specimen remoulded on FDD and submerged for 24 hrs saturation

Tuu : Triaxial Compression (Unconsolidated Undrain Condition)

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120287 016

Fig.

9.1.1

(BH-01)

ParticleSizeDistribution

Curve

0.0

0

10.0

0

20.0

0

30.0

0

40.0

0

50.0

0

60.0

0

70.0

0

80.0

0

90.0

0

100.0

0 0.0

01

0

.010

0.1

00

1.0

00

10.0

00

ParticleSize(mm)

PercentageFiner

0.0

0to0.5

0

1.0

0to1.4

5

2.0

0to2.4

5

3.0

0to3.4

5

4.0

0to4.4

5

Silt

Sand

Gravel

Fine

Medium

Coarse

Clay

0.075

0.425

2.00

4.75

0.002

75

425

ISS

Microns

ISSm

m2.00

4.75

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120287 017

Fig.

9.1.2

(BH-02)

ParticleSizeDistributionCurv

e

0.0

0

10.0

0

20.0

0

30.0

0

40.0

0

50.0

0

60.0

0

70.0

0

80.0

0

90.0

0

100.0

0

110.0

0 0.001

0.0

10

0.1

00

1.0

00

10.0

00

ParticleSize(mm)

PercentageFiner

0.0

0to0.5

0

1.0

0to1.4

5

2.0

0to2.4

5

3.0

0to3.4

5

4.0

0to4.4

5

5.0

0to5.4

5

6.0

0to6.4

5

Silt

Sand

Gravel

Fin

e

Medium

Coarse

Clay

0.075

0.425

2.00

4.75

0.002

75

425

ISSMic

rons

ISSmm

2.00

4.75

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120287 018

BoreHoleNo.:-

01

D

ia.

ofBore:-150mm

TerminationDepth:

4.45m

FieldWork:-

Grave

lSand

Silt+Clay

m

No.

No.#

%

m

%

%

%

%

%

(%)

%

%

%

kg/cm

2

Deg.

kg/cm

2

%

%

kg/cm

2

0.0

0to0.50

D/S

11

35

54

43

24

19

CI

Tuu

-

-

1.0

0to1.45

51

UDS

29

32

39

41

20

21

SC

1.99

1.7

6

132.6

0

0.48

32.4

18.4

69.8

DS

0.08

25

23

30

2.0

0to2.45

41

35

D

S

50

46

4

31

NP

NP

GP

3.0

0to3.4577*

56

Vd

S

49

47

4

30

NP

NP

GP

4.0

0to4.4582*

56

Vd

S

53

43

4

31

NP

NP

GP

TerminationDepth

Note:-

1ClassificationofSoilisasperIS1498:1970(Reaffirmed1997)

2Abbrev

iationUsed:(1)DS:DirectSheartestonspecimenremolded@100%FD

Dandsubmergedfor24hrssaturation,

NameofWork:

(2)Tuu:Triaxialcomp

ression(UnconsolidationUndrainedcondition)

(3)D/S:DisturbedSample,

(4)S:SPTSample

,

(5)UDS:UndisturbedSample

(6)SMC:SaturatedMoistureContent

(7)N.O.:

NotObserved

(8)Vd:Very

densestrata

(9)D:Densestrata

3Liqui

dLimitbyConePenetro

meter

(10)St:Stiffconsistency

4SwellPressureTestconductedonspecimenremoldedatFieldMoistureContent

#:SPTNValuesarecorrectedforOBP&D

ilatancy

*:Tes

tterminatedat

blows>

50for150mm

penetration

B

rownishtograyish

nonplasticpoorly

gradedgravels&

fr

iablehardmurrum

w

ithsandparticles

uptotermination

depthof4.45m

Yellow

ishplastic

siltyclay&clayey

s

andw

ithgravelsup

to1.50mdepth

10.1SUMMARY

OFGEOTECHNICALEXPLORATION

DATA

DepthfromRL

SPTBlows/30cm

WaterTable

V

isualIdentification

ofSoil

Hatching

FieldMoistureContent(FMC)

CompressionIndexCc

PreConsolidationPressure(Pc)

SpecificGravity(G)

SMC

VoidRatio(e)

Porosity()

g/cc

FieldDensity

Bulk

Dry

ISClassification

AtterbergLimits

LiquidLimit(WL)

PlasticLimit(Wp)

PlasticityIndex(Ip)

CorrectedSPTBlows'Nc'/30cm

(>4.75mm)

UDSRecoveryRatio

ParticleSizeAnalysis

(4.75mmto0.075mm)

(

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120287 019BoreHoleNo.:-

02

Dia

.ofBore:-150mm

TerminationDepth:

6.45m

FieldWork:-

Grave

lSand

Silt+

Clay

m

No.

No.#

%

m

%

%

%

%

%

(%)

%

%

%

kg/cm

2

Deg.

kg/cm

2

%

%

kg/cm

2

0.00to0.50

D/S

1

25

74

48

24

24

CI

1.00to1.45

71

UDS

3

30

67

53

25

28

CH

1.90

1.48

29

2.51

0.69

40.9

27.6

103.5

10

2.00to2.45

13

-

St

S

0

9

91

51

23

28

CH

Tuu

0.43

12

3.00to3.45

73

UDS

0

13

87

51

27

24

CH

1.94

1.53

27

2.53

0.66

39.7

26.0

104.3

DS

0.21

20

23

20

4.00to4.45

68

49

Vd

S

40

52

8

40

29

11

SP-SM

5.00to5.45

87

59

Vd

S

49

47

4

38

NP

NP

GP

6.00to6.4592*

59

Vd

S

53

45

2

36

NP

NP

GP

TerminationDepth

Note:-

1ClassificationofSoilisasperIS1498:1970(Reaffirmed1997)

2AbbreviationUsed:(1)D

S:DirectSheartestonspecimenremolded@100%FDDandsubmergedfor24hrssaturation,

NameofWork:

(2)Tuu:Triaxialcompression(UnconsolidationUndrainedcondition)

(3)D/S:DisturbedSample,

(4)S:SPTSample,

(5)UDS:UndisturbedSample

(6)SMC:Saturated

MoistureContent

(7)N.O.:

NotObserve

d

(8)M:Mediumdensestrata

(9)Vd:VeryDensestrata

3Liqui

dLimitbyConePene

trometer

(10)St:Stiffconsistency

4SwellPressureTestconductedonspecimenremoldedatFieldMoistureContent

#:SPTNValuesarecorrectedforOBP&Dilatancy

*:Testterminatedat

blows

>50for150mm

penetration

16/02/12

BhumiResearchCenter,Surat.

Phone:2551919,982516954

0

ProjectNo.Shrinkage

Limit

Diff.FreeSwellinIndex

SheetNo.

120287

19

ShearParameters

Type

DegreeofSaturation

Proposedsitef

orConstructionofMinorBridgeat

Athola,Silvassa.

Swelling

Characteristics

Cohesion(C)

AngleofShearing Resistance

SwellPressure

Consolidation

Characteristics

CorrectedSPTBlows'Nc'/30cm

(>4.75mm)

UDSRecoveryRatio

ParticleSizeAnalys

is

(4.75mmto0.075mm)

(

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120287 020

11.0 IS CLASSIFICATION OF SOIL

GW: Well graded gravels, gravel sand mixtures; little or no fines

GP: Poorly graded gravels or gravel-sand mixtures; little or no fines

SW: Well graded sands, gravelly sands; little or no fines

SP: Poorly graded sands or gravelly sands; little or no fines

GM: Silty gravels, poorly graded gravel-sand-silt mixtures

SM: Silty sands, poorly graded sand-silt mixtures

GC: Clayey gravels, poorly graded gravel-sand-clay mixtures

SC: Clayey sands, poorly graded sand-clay mixtures

ML: Inorganic silts and very fine sands rock flour, silty or clayey fine sands or clayeysilts with none to low plasticity

MI: Inorganic silts, silty or clayey fine sands or clayey silts of medium plasticity

MH: Inorganic silts of high compressibility, micaceous or diatomaceous fine sandy orsilty soils, elastic silts

CL: Inorganic clays, gravelly clays, sandy clays, silty clays, lean clays of lowplasticity

CI: Inorganic clays, gravelly clays, sandy clays, silty clays, lean clays of mediumplasticity

CH: Inorganic clays of high plasticity, fat clays

Pt: Peat & other highly organic soils with very high compressibility

OL,OI,OH: Organic soil

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120287 021

12.0 REFERENCES AND BIBLIOGRAPHY

INDIAN STANDARDS DESCRIPTION

IS 8763 - 1978(Reaffirmed 1997)

Guide for Undisturbed Sampling of Sand

IS 2132 - 1986(Reaffirmed 1997)

Code of practice for Thin Walled Tube Sampling of soils (UDS)

IS 2131 - 1981(Reaffirmed 1997)

Method for Standard Penetration Test (SPT) for soils

IS 4968 (Part-1) 1976 Method for Subsurface Sounding for Soils. Dynamic method

using 50mm Cone without Bentonite Slurry.

IS 10042 - 1981(Reaffirmed 1997)

Code of Practice for Site Investigation for Foundation in Gravel-

Boulder Deposit

IS 1892-1979 Code of Practice for Subsurface Investigation for Foundation

IS 2720 Various Method of Test for Soils

IS 2809-1972 Glossary of Terms and Symbols relating to Soil Engineering

IS 1498 - 1970(Reaffirmed 1997)

Classification and Identification of Soils for General Engineering

Purposes

IS 1904 1986 Code for Practice for Design and Construction of Foundation inSoils: General Requirements

IS 6403-1981(Reaffirmed 1997)

Code of Practice for Determination of Bearing Capacity of

Shallow Foundation

IS 8009 Part 1 - 1976(Reaffirmed 1993)

Code of practice for Calculation of Settlements of Foundations(Shallow foundations subjected to symmetrical static vertical

loads)

120287 report weir

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