GEOTECHNICAL INVESTIGATION REPORT - Reliance · PDF fileGEOTECHNICAL INVESTIGATION REPORT ... 2131-1981. The number of blows for each 15 cm of penetration of the split spoon sampler

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GEOTECHNICAL INVESTIGATION

REPORT

FINAL REPORT ON SOIL INVESTIGATION WORK FOR PROPOSED 2 x 25 MVA 66/11kV G-1

SUB-STATION AT DWARKA, NEW DELHI.

RAO ENGINEERING ENTERPRISES (GEOTECHNICAL CONSULTANTS & LAND SURVEYOURS)

91/D3, STREET NO. 1, EAST MOTI BHAG, OLD ROHTAK ROAD, DELHI-110007 PHONE: 011-23698806, 011-23691434, MOB: 09310502435, 09811108174

E-MAIL: [email protected], [email protected]

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June 17th, 2017 Project No. 17079 M/s. BSES Rajdhani Power Limited 1st Floor, C-Block, BSCS Bhawan, Nehru Place, Delhi - 110019 Sub: Final Report on Soil Investigation Work for Proposed 2 X 25 MVA 66/11kV G-1 Sub-

Station at Dwarka, New Delhi. We have carried out the soil investigation work in accordance with your Work Order No. SER/DSC/23558177 dated June 2nd, 2017. We thank you for your business, and hope that you are satisfied with our services rendered. This Final Report presents our findings based on the soil investigations conducted by us at the project site. This report presents the field and laboratory test data, along with our engineering recommendations, which shall help you in deciding the optimum foundation arrangement for use on site. We have prepared this report based on our findings on site, as well as our experience gained in our previous projects completed over the past 10 years. We appreciate the opportunity to perform this investigation for you and have pleasure in submitting this report. Please contact us when we can be of further service to you. Yours faithfully, RAO ENGINEERING ENTERPRISES

(G.R.RAO)

Project No. 17079 i

RAO ENGINEERING ENTERPRISES - - - GEOTECHNICAL REPORT

TABLE OF CONTENTS Page No

1.0 INTRODUCTION 1 1.1 Project Description 1 1.2 Aim of Soil Investigation 1 1.3 Scope of Work 1

2.0 FIELD INVESTIGATIONS 1 2.1 Soil Borings 1 2.2 Groundwater 2 2.3 Electrical Resistivity Tests 2

3.0 LABORATORY TESTS 3

4.0 GENERAL SITE CONDITIONS 3 4.1 Site Stratigraphy 3 4.2 Groundwater 4

5.0 FIELD TEST RESULTS 4 5.1 Electrical Resistivity Test Result 4

6.0 FOUNDATION ANALYSIS 4 6.1 General 4 6.2 Liquefaction Susceptibility Assessment 5 6.3 Foundation Type and Depth 5 6.4 Allowable Bearing Pressure 5 6.5 Sample Calculations 6

7.0 RECOMMENDATIONS 7

8.0 CHEMICAL RESULTS 7

9.0 VARIABILITY IN SUBSURFACE CONDITIONS 8

ILLUSTRATIONS

Caption Figure Layout Plan 1 Soil Profiles 2 to 9 Summary of Borehole Profiles 10 & 11 Standard Cone Penetration Test Results 12 to 15 Electrical Resistivity Test Results 16 & 17 Grain Size Test Results 18 to 25 Chemical Test Results 26

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Project No. 17079 Page 1 of 8


1.0 INTRODUCTION

1.1 Project Description

This soil investigation work, whose results are being presented herewith, has been

carried out for Proposed 2 x 25 MVA 66/11kV G-1 Sub-Station at Dwarka, New Delhi.

The geotechnical investigation work on site has been carried out in accordance with Drawing No. BRPL-GIDW-DEE-B-0002 entitled “LAYOUT OF 2x25 MVA 66/11kV G-1 DWARKA GRID” dated April 7th, 2017 issued to us. A layout plan illustrating the test locations of our field investigation is presented on Fig 1.

1.2 Aim of Soil Investigation

Soil investigation has been conducted at the site in order to evaluate the parameters required for design of foundations. These parameters are:

a) Type of foundation on which the proposed super structure will be supported.

b) Depth of foundation, and

c) Allowable bearing pressure at the founding level.

To evaluate these parameters, following engineering properties of the Sub-Soil have

been studied: Sub-soil penetration resistance characteristics which have been determined insitu.

Properties like particle size distribution, atterberg limits, bulk density, moisture content, and shear strength parameters; which have been determined in the laboratory by conducting testing of both disturbed as well as undisturbed samples.

1.3 Scope of Work

The stipulated scope of work comprised of the following:

1. Mobilization of equipment and personnel to the site and back.

2. Sinking eight (8) boreholes to 10.0 m depth or refusal whichever is encountered earlier, observing ground water table levels, conducting required field and laboratory tests and their analysis.

3. conducting one (1) electrical resistivity test (ERT’s) to provide data for the

grounding systems;

4. Preparation and submission of technical report in triplicate.

2.0 FIELD INVESTIGATIONS

2.1 Soil Borings The boreholes were progressed using mechanized shell and auger drilling rig to the

specified depth. The diameter of the borehole was 150 mm. Where caving of the borehole



occurred, casing was used to keep the borehole stable. The work was in general accordance with IS: 1892-1979.

Standard Penetration Tests (SPT) were conducted in the boreholes at 1.5 m depth

interval up to 15 m depth. The tests were conducted by connecting a split spoon sampler to ‘A’ rods and driving it by 45 cm using a 63.5 kg hammer falling freely from a height of 75 cm. The tests were conducted in accordance with IS: 2131-1981.

The number of blows for each 15 cm of penetration of the split spoon sampler was

recorded. The blows required to penetrate the initial 15 cm of the split spoon for seating the sampler is ignored due to the possible presence of loose materials or cuttings from the drilling operation. The cumulative number of blows required to penetrate the balance 30 cm of the 45 cm sampling interval is termed the SPT value or the ‘N’ value.

Where the split spoon sampler did not penetrate the initial 15 cm seating in a total of

100 blows, it is indicated “Ref" for an indicated amount of penetration. The ‘N’ values are presented on the soil profile for each borehole.

Disturbed samples were collected from the split spoon after conducting SPT. The

samples were preserved in transparent polythene bags. Undisturbed soil samples were collected by attaching 75 mm diameter thin walled ‘Shelby’ tubes and driving the sampler by light-hammering using a 63.5 kg hammer in accordance with IS: 2132-1986. The tubes were sealed with wax at both ends. All samples were transported to our laboratory for further examination and testing.

2.2 Groundwater

Groundwater level was measured in the boreholes after drilling and sampling was completed. The measured water levels are recorded on the individual soil profiles.

2.3 Electrical Resistivity Tests

Electrical resistivity of the substratum (soil) at the site was determined at specified

locations. The electrical resistivity test is used for shallow subsurface exploration by means of electrical measures made at the ground surface. Resistivity measurements are made by driving four electrodes about 10 to 15 cm in to the ground at pre-selected electrode spacing. We used the Wenner electrode configuration for this study.

The schematic arrangement of electrodes is shown below:

NOTE: I1 AND I2 ARE CURRENT ELECTRODES

P1 AND P2 ARE POTENTIAL ELECTRODES



The four electrodes were spaced at equal distance along a line. The test procedure is

in accordance with IS: 3043:1987 RA 2006. Measurements are made by causing a current, ‘I’, to pass through the earth and

distribute within a relatively large hemispherical earth mass. The portion of the current that flows along the surface produces a voltage drop, ‘V’. The resistance ‘R’, ratio of voltage drop ‘V’ to current ‘I’ is directly measured by Digital Earth Resistance Tester. The resistivity is determined from the following equation:

ρ = 2 π a R

where:

ρ = apparent resistivity, ohm-m a = spacing between the electrodes, meter R = resistance, ohms

Results are presented as semi-logarithmic plot of apparent resistivity versus electrode

spacing, as well as in the form of polar curves, as specified by IS: 3043:1987 RA 2006. 3.0 LABORATORY TESTS

Laboratory tests have been conducted on various selected soil samples in the

laboratory:

Laboratory Test IS Code Referred Bulk Density By calculations Natural moisture content IS : 2720 (Part-2)-1973, RA-2010 Specific Gravity IS : 2720 (Part-3)-1980, RA-2007 Grain size analysis IS : 2720 (Part-4)-1985, RA-2010 Liquid Limit and Plastic Limit IS : 2720 (Part-5)-1985, RA-2010 Unconfined compression test IS : 2720 (Part-10)-1991, RA-2010 Unconsolidated Undrained triaxial shear test IS : 2720 (Part-11)-1993, RA-2007

pH value IS : 2720 (Part 26)-1987, RA-2007 Sulphates IS : 2720 (Part-27)-1977, RA-2010 Chemical Analysis

of soil Chlorides IS : 3025 (Part-32)-1988, RA-2009

4.0 GENERAL SITE CONDITIONS

4.1 Site Stratigraphy A heterogeneous fill of sandy silt with brick bats is met to about 1.5 m depth. Below

this, sandy silt / silty sand is encountered to the final explored depth of 10.45 m. The field SPT N-values generally range form 5 to 9 to about 2.0 m depth. Below this,

field SPT N-values generally range from 7 to 19 to about 4.5 m depth and 15 to 32 to about 7.5 m depth. Below this, SPT N-values range from 26 to 53 to about 9.0 m depth and range from 51 to 90 m to the final explored depth of 10.45 m.



All test results are presented on the individual soil profiles on Fig. 2 to 9. A summary of

the borehole profiles is illustrated on Fig 10 & 11. Plots of field and corrected SPT values versus depth are presented on Fig. 12 to 15.

4.2 Groundwater

Based on our measurements in the completed boreholes, groundwater was not met to

the final explored depth of 10.45 m during the period of our field investigations (June, 2017). Fluctuations may occur in the measured ground levels due to seasonal variations in rainfall, surface evaporation rates.

5.0 FIELD TEST RESULTS

5.1 Electrical Resistivity Test Result One (1) electrical resistivity test was conducted at the project site as per IS: 3043-1987.

The test was conducted using the Wenner configuration. The apparent resistivity value obtained has been analyzed to generate the polar curve. The polar curve is used to compute the mean resistivity.

Mean resistivity value at the electrical resistivity test (ERT) location is summarized in

the table below: Test

Designation Mean Resistivity,

ohm-m Corrosion potential* Presentation of Results

ERT-1 26.1 Moderately Corrosive Fig. 8 & 9 * As per Clause 8.6.1 of Amendment No. 2 to IS: 3043-1987, dated January 2010. The above value may be used for design of the electrical grounding system. The data

may also be used to assess the corrosion potential for buried utility lines as per the guideline given in IS 3043-1987.

6.0 FOUNDATION ANALYSIS

6.1 General For designing the foundation system, the following parameters are required:

a) Suitable type of foundation on which the proposed super-structure can be supported.

b) Depth of these foundations, and

c) Allowable bearing pressure at the founding level corresponding to various footing

sizes. A suitable foundation for any structure should have an adequate factor of safety against

exceeding the bearing capacity of the supporting soils. Also the vertical movements due to compression of the soils should be within tolerable limits for the structure. We consider that foundation designed in accordance with the recommendations given herein will satisfy these criteria.



6.2 Liquefaction Susceptibility Assessment

Liquefaction is defined as the transformation of a granular material from a solid to a

liquefied state as a consequence of increased pore-water pressure and reduced effective stress (Marcuson, 1978)(1). Increased pore pressure may be induced by the tendency of granular materials to compact when subjected to cyclic shear deformation, such as in the event of an earthquake.

As per IS: 1893-2002, liquefaction is likely to occur in loose fine sand below water

table. Since groundwater was not met to the final explored depth of 10.45 m during the period of our field investigation (June, 2017).

On the basis of our preliminary assessment on limited data, we are of the opinion that

liquefaction is not likely to occur at the project site in the event of an earthquake. According to Fig.1 of IS: 1893 (Part-1)-2002 showing seismic zones, the project site

falls under Zone-IV. The design for seismic forces should be done considering the project site in Zone-IV.

6.3 Foundation Type and Depth

Type of foundation to be adopted for a particular structure depends upon the loading

intensity at the foundation level and the configuration of loading points. Reviewing the stratigraphy of the site on the basis of limited borehole data, SPT values

& laboratory test results, we are opinion that open foundation are feasible foundation scheme to support the structural load. Our recommendations of net allowable bearing pressures at minimum 2.0 m for open foundation are presented in the section of 7.0.

Interconnecting beams should be provided either at plinth level or at foundation level in

order to restrict differential settlements and to provide rigidity to the structure during earthquakes.

6.4 Allowable Bearing Pressure

Following criterion have been considered for evaluating the bearing capacity values:

(a) Settlement criteria

(b) Shear failure criterion

Shear failure condition as per I.S. 6403 has been considered for allowable bearing pressure computation. Allowable settlement value of 50 mm has been considered for deducing shear strength value.

(1) Marcuson, W.F. (III) (1978), “Definition of terms related to liquefaction”, J. Geotech Engg. Div,, SCE, 104(9),

1197-1200.



6.5 Sample Calculations

Type of foundation Open foundation Depth of foundation 2.0 m. below EGL Width of foundation 3.0 m

I. SETTLEMENT CRITERIA (AS PER IS-8009, PART-1,1976, FIG.9, PAGE-17)

Weighted Average minimum Corrected ‘N’ value 11.0 Settlement undergone by footing per unit pressure 29.8 mm Settlement undergone by footing per Unit pressure considering water table Correction factor taken as 0.6 for Worst condition

47.7 mm

Allowable bearing pressure Corresponding to 50 mm allowable Settlement. 10.0 T/m²

II. SHEAR FAILURE CRITERION

The bearing capacity equation used is as follows:

qnet safe = 1 [cNcζc dc+ q(Nq-1) ζqdq+ 0.5 Bϒ Nγζγ dϒ Rw]

F

Where:

qnet safe = safe net bearing capacity of soil based on the shear failure criterion. q = overburden pressure Rw = water table correction factor

F = Factor of safety, taken as equal to 2.5 in accordance with IS: 1904-1986. ζc,ζq,ζγ = Shape factors. For Strip footings, ζc = ζq = ζγ = 1

For Square footing, ζc = 1.3, ζq = 1.2, ζγ = 0.6 dc ,dq, dγ = Depth factors For φ ≤ 10, dc = 1 + 0.2 tan (45 + φ / 2) D / B, dq = dγ = 1 For φ > 10, dq = dγ = 1 + 0.1 tan (45 + φ / 2) D / B Cohesion , c = 6.0 T/m² Angle of shearing resistance, ø = 6 degrees Bearing Capacity factors:

General Shear Failure : Nc = 6.81 Nq = 1.72 Nγ = 0.57

Local Shear Failure : Nc' = 6.19 Nq

' = 1.43 Nγ' = 0.34



Overburden density , γ = 1.65 gms./cc

Net Safe Bearing Capacity , Q = 18.8 T/m² (considering average of Local & general shear criteria )

7.0 RECOMMENDATIONS

The following table presents our recommended values of net allowable bearing pressures for open foundations bearing at 2.0-2.5 m depth.

Recommended Net Allowable Bearing Pressure, T/m² Foundation Depth

below existing ground level, m Total Settlement =

40 mm Total Settlement =

50 mm

2.0 8.0 10.0

2.5 8.8 11.0

The above values include a safety factor of 2.5. Total settlement of foundation designed

for the above net bearing pressure is expected to be about 50 mm. Net bearing pressure for foundations at intermediate depths may be interpolated linearly

between the values given above. Fill placed above EGL should be treated as surcharge load. Foundation should be seated 0.5 m into natural soil.

In order to restrict the influence of adjacent footings on each other, the lateral edge-to-

edge spacing between the foundations should at least be equal to “0.8B” where ”B” is the width of the larger footing.

8.0 CHEMICAL RESULTS Results of chemical test on selected soil samples are presented on Fig No. 26. The results indicate that the soils contain 0.07-0.12 percent sulphates and 0.01-0.03

percent chlorides. The pH value of soil is 7.1-7.8. IS: 456-2000 recommends that precautions should be taken against chemical

degradation of concrete if

sulphates content of the soils exceeds 0.2 percent, or groundwater contains more than 300 mg /litre of sulphates (SO3).

Comparing the test results with these specified limits, the sulphate content of the

groundwater is higher than the specified limit. Groundwater was not encountered during our field investigation (June, 2017) and is not likely to influence foundation concrete. Therefore, strata at the site may be treated in Class-1 category as described on IS: 456-2000.

In our opinion, the soils at site are not aggressive to foundation concrete. We

recommend the following as a good practice to limit the potential for chemical attack:



(1) The cement content in foundations concrete should be at least 280 kg/m3. (2) Water cement ratio in foundation concrete should generally not exceed 0.55. (3) A clear concrete cover over the reinforcement steel of at least 50 mm should be

provided for all foundations. (4) Foundation concrete should be densified adequately using a vibrator so as to form a

dense impervious mass.

9.0 VARIABILITY IN SUBSURFACE CONDITIONS

Subsurface conditions encountered during construction may vary somewhat from the conditions encountered during the site investigation. In case significant variations are encountered during construction, we request to be notified so that our engineers may review the recommendations in this report in light of these variations.

1

Soil Investigation Work for Proposed 2 X 25 MVA 66/11kV G-1 Sub-Station at Dwarka, New Delhi.

Plan of Field Investigations

BH-1

BH-8

BH-7

ERT-1

BH-2

BH-3

BH-4

BH-5 BH-6

L E G E N D

Borehole (BH)

SYMBOL TYPE OF TEST

Electrical Resisitivity Test (ERT)

10-Jun-17

From

To Gra

vel (

%)

San

d (%

)

Silt

(%

)

Cla

y (%

)

Liqu

id (

%)

Pla

stic

(%

)

Pla

stic

ity In

dex

(%)

Bul

k D

ensi

ty

(gm

s/cm

3 )

Dry

Den

sity

(g

ms/

cm3 )

Moi

stur

e C

onte

nt

(%)

Type

of T

est

Coh

esio

n In

terc

ept,

'c' (

kg/c

m2 )

Ang

le o

f Int

erna

l Fr

ictio

n, f

(deg

rees

)

0.50 1.00 DS-1 6 24 64 6

1.50 1.95 SPT-1 8 25.2 18.9 6.3

2.25 2.55 UDS-1 2.66 1.71 1.54 11.2 UUT 0.55 9

3.00 3.45 SPT-2 9 4.50 24.9 18.2 6.7

4.50 4.95 SPT-3 12 0 56 44 0 N P -

5.25 5.55 DS-2

6.00 6.45 SPT-4 39 N P -

7.50 7.95 SPT-5 26 2.63

8.25 8.55 DS-3 N P -

9.00 9.45 SPT-6 45

10.00 10.45 SPT-7 90 10.45 0 78 22 0 N P - 2.67

2

Client:10-Jun-17

1707910.45 Project No.M/s. BSES Rajdhani Power Limited

Date of Start: Date of Completion:

Atterberg Limits

Spe

cific

Gra

vity

SOIL PROFILE (BH-1)

Project: Soil Investigation Work for Proposed 2 X 25 MVA 66/11kV G-1 Sub-Station at Dwarka, New Delhi. Water Table (m): Not Met Sheet No.

Termination Depth (m):

SOIL DESCRIPTION

Depth, m

Sam

ple

No.

Fiel

d V

alue

, N

Sym

bol

Brown silty sand (SM)

Density and Moisture

Brown sandy silt of low plasticity (ML-CL)

Shear TestsGrain Size Analysis

Dep

th o

f Stra

ta, (

m)

UUT : Unconsolidated Undrained Triaxial Shear Tes DST: Drained Direct Shear Test, UCS : Unconfined Compressive Strength Remolded Sample +

11-Jun-17

From

To Gra

vel (

%)

San

d (%

)

Silt

(%

)

Cla

y (%

)

Liqu

id (

%)

Pla

stic

(%

)

Pla

stic

ity In

dex

(%)

Bul

k D

ensi

ty

(gm

s/cm

3 )

Dry

Den

sity

(g

ms/

cm3 )

Moi

stur

e C

onte

nt

(%)

Type

of T

est

Coh

esio

n In

terc

ept,

'c' (

kg/c

m2 )

Ang

le o

f Int

erna

l Fr

ictio

n, f

(deg

rees

)

0.50 1.00 DS-1 1.50

1.50 1.95 SPT-1 5 25.6 19.7 5.9

2.25 2.55 UDS-1 3 22 68 7 2.66 1.65 1.52 8.4 UUT 0.45 7

3.00 3.45 SPT-2 7 4.50 23.9 18.2 5.7

4.50 4.95 SPT-3 13 N P -

5.25 5.55 DS-2 6.00 0 36 61 3 N p - 2.65

6.00 6.45 SPT-4 16 26.8 20.7 6.1

7.50 7.95 SPT-5 44

8.25 8.55 UDS-2 25.5 18.5 7.0 2.67 1.90 1.68 12.8 UCS 1.25 -

9.00 9.45 SPT-6 56

10.00 10.45 SPT-7 85 10.45 6 15 72 7 27.3 20.5 6.8


Fill: Silty sand

Grey sandy silt of low plasticity (ML-CL)

Grey sandy silt of non plasticity (ML)

Grain Size Analysis Atterberg Limits

Spe

cific

Gra

vity

Depth, m

Sam

ple

No.

Fiel

d V

alue

, N

Sym

bol

SOIL DESCRIPTION

Dep

th o

f Stra

ta, (

m)

Date of Start: Date of Completion: 11-Jun-17Density and

Moisture

Termination Depth (m): 10.45 Project No.

M/s. BSES Rajdhani Power Limited

Shear Tests

17079

SOIL PROFILE (BH-2)

Project: Soil Investigation Work for Proposed 2 X 25 MVA 66/11kV G-1 Sub-Station at Dwarka, New Delhi. Water Table (m): Not Met Sheet No. 3

Client:


11-Jun-17

From

To Gra

vel (

%)

San

d (%

)

Silt

(%

)

Cla

y (%

)

Liqu

id (

%)

Pla

stic

(%

)

Pla

stic

ity In

dex

(%)

Bul

k D

ensi

ty

(gm

s/cm

3 )

Dry

Den

sity

(g

ms/

cm3 )

Moi

stur

e C

onte

nt

(%)

Type

of T

est

Coh

esio

n In

terc

ept,

'c' (

kg/c

m2 )

Ang

le o

f Int

erna

l Fr

ictio

n, f

(deg

rees

)

0.50 1.00 DS-1 1.50

1.50 1.95 SPT-1 9 0 18 74 8

2.25 2.55 UDS-1 27.2 20.8 6.4 2.66 1.70 1.57 8.1 UUT 0.65 6

3.00 3.45 SPT-2 12

4.50 4.95 SPT-3 20 24.8 18.6 6.2

5.25 5.55 UDS-2 0 24 69 7 2.65 1.86 1.66 12.3 UCS 0.85 -

6.00 6.45 SPT-4 28 7.50 26.8 20.1 6.7

7.50 7.95 SPT-5 50

8.25 8.55 UDS-3 29.2 21.1 8.1 2.68 1.89 1.68 12.4 UCS 1.10 -

9.00 9.45 SPT-6 62

10.00 10.45 SPT-7 87 10.45 5 15 71 9 25.5 19.1 6.4


Brown sandy silt of low plasticity (CL)


Fill: Silty sand

Spe

cific

Gra

vity


SOIL DESCRIPTION

Dep

th o

f Stra

ta, (

m)

Depth, m

Sam

ple

No.

Fiel

d V

alue

, N

Sym

bol

Date of Start: Date of Completion: 11-Jun-17

Shear Tests

Termination Depth (m): 10.45 Project No. 17079

SOIL PROFILE (BH-3)


Client: M/s. BSES Rajdhani Power Limited


11-Jun-17

From

To Gra

vel (

%)

San

d (%

)

Silt

(%

)

Cla

y (%

)

Liqu

id (

%)

Pla

stic

(%

)

Pla

stic

ity In

dex

(%)

Bul

k D

ensi

ty

(gm

s/cm

3 )

Dry

Den

sity

(g

ms/

cm3 )

Moi

stur

e C

onte

nt

(%)

Type

of T

est

Coh

esio

n In

terc

ept,

'c' (

kg/c

m2 )

Ang

le o

f Int

erna

l Fr

ictio

n, f

(deg

rees

)

0.50 1.00 DS-1

1.50 1.95 SPT-1 8 25.6 18.9 6.7

2.25 2.55 UDS-1 2.66 1.71 1.54 11.2 UUT 0.50 8

3.00 3.45 SPT-2 9 0 22 71 7

4.50 4.95 SPT-3 12 5.00 26.1 19.5 6.6

5.25 5.55 UDS-2 3 36 58 3 N P - 2.64 1.82 1.66 9.6 UCS 0.75 -

6.00 6.45 SPT-4 39

7.50 7.95 SPT-5 26 N P -

8.25 8.55 DS-2 9.00 0 43 57 0 N P -

9.00 9.45 SPT-6 45 24.5 18.6 5.9 2.65

10.00 10.45 SPT-7 90 10.45 6 28 61 5

Brown sandy silt of non plasticity (ML)




Spe

cific

Gra

vity


SOIL DESCRIPTION

Dep

th o

f Stra

ta, (

m)

Depth, m

Sam

ple

No.

Fiel

d V

alue

, N

Sym

bol


Shear Tests


SOIL PROFILE (BH-4)




12-Jun-17

From

To Gra

vel (

%)

San

d (%

)

Silt

(%

)

Cla

y (%

)

Liqu

id (

%)

Pla

stic

(%

)

Pla

stic

ity In

dex

(%)

Bul

k D

ensi

ty

(gm

s/cm

3 )

Dry

Den

sity

(g

ms/

cm3 )

Moi

stur

e C

onte

nt

(%)

Type

of T

est

Coh

esio

n In

terc

ept,

'c' (

kg/c

m2 )

Ang

le o

f Int

erna

l Fr

ictio

n, f

(deg

rees

)

0.50 1.00 DS-1 24.5 18.4 6.1

1.50 1.95 SPT-1 9 0 33 62 5 2.66

2.25 2.55 UDS-1 1.71 1.55 10.2 UUT 0.55 9

3.00 3.45 SPT-2 14 4.50 25.1 18.6 6.5

4.50 4.95 SPT-3 22 0 61 39 0 N P -

5.25 5.55 DS-2

6.00 6.45 SPT-4 54 N P -

7.50 7.95 SPT-5 47 0 63 37 0 2.63

8.25 8.55 DS-3 N P -

9.00 9.45 SPT-6 63

10.00 10.45 SPT-7 87 10.45 N P - 2.68


Spe

cific

Gra

vity

Density and Moisture Shear Tests

SOIL DESCRIPTION

Dep

th o

f Stra

ta, (

m)

Depth, m

Sam

ple

No.

Fiel

d V

alue

, N

Sym

bol

Project No. 17079 Date of Start: Date of Completion: 12-Jun-17Client: M/s. BSES Rajdhani Power Limited Termination Depth

(m): 10.45



SOIL PROFILE (BH-5)



12-Jun-17

From

To Gra

vel (

%)

San

d (%

)

Silt

(%

)

Cla

y (%

)

Liqu

id (

%)

Pla

stic

(%

)

Pla

stic

ity In

dex

(%)

Bul

k D

ensi

ty

(gm

s/cm

3 )

Dry

Den

sity

(g

ms/

cm3 )

Moi

stur

e C

onte

nt

(%)

Type

of T

est

Coh

esio

n In

terc

ept,

'c' (

kg/c

m2 )

Ang

le o

f Int

erna

l Fr

ictio

n, f

(deg

rees

)

0.50 1.00 DS-1 1.50

1.50 1.95 SPT-1 12 26.8 19.6 7.2

2.25 2.55 UDS-1 0 19 73 8 2.66 1.71 1.55 10.2 UUT 0.60 7

3.00 3.45 SPT-2 14 4.50 24.5 18.9 5.6

4.50 4.95 SPT-3 17 0 63 37 0 N P - 2.63

5.25 5.55 DS-2 6.00 N P -

6.00 6.45 SPT-4 26 27.2 20.5 6.7

7.50 7.95 SPT-5 28 2.67

8.25 8.55 UDS-2 26.1 18.5 7.6 1.87 1.66 12.8 UCS 1.09 -

9.00 9.45 SPT-6 44

10.00 10.45 SPT-7 66 10.45 4 26 64 6 25.2 19.3 5.9


Spe

cific

Gra

vity



Depth, m

Sam

ple

No.

Fiel

d V

alue

, N

Sym

bol

SOIL DESCRIPTION

Dep

th o

f Stra

ta, (

m)


SOIL PROFILE (BH-6)



Fill: Silty sand





13-Jun-17

From

To Gra

vel (

%)

San

d (%

)

Silt

(%

)

Cla

y (%

)

Liqu

id (

%)

Pla

stic

(%

)

Pla

stic

ity In

dex

(%)

Bul

k D

ensi

ty

(gm

s/cm

3 )

Dry

Den

sity

(g

ms/

cm3 )

Moi

stur

e C

onte

nt

(%)

Type

of T

est

Coh

esio

n In

terc

ept,

'c' (

kg/c

m2 )

Ang

le o

f Int

erna

l Fr

ictio

n, f

(deg

rees

)

0.50 1.00 DS-1 1.50

1.50 1.95 SPT-1 11 0 19 73 8 26.8 19.9 6.9

2.25 2.55 UDS-1 2.66 1.73 1.55 11.3 UUT 0.60 7

3.00 3.45 SPT-2 12 25.7 18.5 7.2

4.50 4.95 SPT-3 15

5.25 5.55 UDS-2 0 23 70 7 26.2 19.2 7.0 2.67 1.82 1.62 12.3 UCS 0.82 -

6.00 6.45 SPT-4 16

7.50 7.95 SPT-5 26 24.7 17.5 7.2

8.25 8.55 UDS-3 0 18 77 5 1.89 1.67 13.1 UCS 1.20 -

9.00 9.45 SPT-6 53 24.5 18.6 5.9 2.65

10.00 10.45 SPT-7 71 10.45


Spe

cific

Gra

vity


SOIL DESCRIPTION

Dep

th o

f Stra

ta, (

m)

Depth, m

Sam

ple

No.

Fiel

d V

alue

, N

Sym

bol


(m): 10.45

Fill: Sandy silt with concret


SOIL PROFILE (BH-7)



13-Jun-17

From

To Gra

vel (

%)

San

d (%

)

Silt

(%

)

Cla

y (%

)

Liqu

id (

%)

Pla

stic

(%

)

Pla

stic

ity In

dex

(%)

Bul

k D

ensi

ty

(gm

s/cm

3 )

Dry

Den

sity

(g

ms/

cm3 )

Moi

stur

e C

onte

nt

(%)

Type

of T

est

Coh

esio

n In

terc

ept,

'c' (

kg/c

m2 )

Ang

le o

f Int

erna

l Fr

ictio

n, f

(deg

rees

)

0.50 1.00 DS-1 24.9 17.2 7.7

1.50 1.95 SPT-1 27 6 24 63 7

2.25 2.55 UDS-1 25.8 18.9 6.9 2.65 1.72 1.58 8.6 UUT 0.60 8

3.00 3.45 SPT-2 19

4.50 4.95 SPT-3 32 4 23 67 6

5.25 5.55 UDS-2 6.00 25.2 19.6 5.6 2.66 1.78 1.63 9.2 UCS 0.77 -

6.00 6.45 SPT-4 58 N P -

7.50 7.95 SPT-5 47

8.25 8.55 DS-2 N P -

9.00 9.45 SPT-6 62 0 58 42 0 2.63

10.00 10.45 SPT-7 75 10.45 N P -


Spe

cific

Gra

vity


SOIL DESCRIPTION

Dep

th o

f Stra

ta, (

m)

Depth, m

Sam

ple

No.

Fiel

d V

alue

, N

Sym

bol


(m): 10.45



SOIL PROFILE (BH-8)



10

SYMBOL DESCRIPTION

Sandy silt (ML)

Filled upSandy silt (CL)

LEGEND


Sandy silt (ML-CL)Silty sand (SM)

Summary of Borehole Profiles

Dep

th, m

0

1

2

3

4

5

6

7

8

9

10

11

12

N-Value

10.45 m

BH-1

12

9

26

39

8

45

4.5m

90

10.45 m

N-ValueBH-2

13

7

44

16

5

56

4.5m

85

6.0m

1.5m

N-Value

10.45 m

BH-3

20

12

50

28

9

62

7.5m

87

1.5m

N-Value

10.45 m

BH-4

20

11

40

25

11

61

5.05m

82

9.0m

11

SYMBOL


Sandy silt (ML-CL)Silty sand (SM)

Summary of Borehole Profiles

DESCRIPTION

Sandy silt (ML)

Filled upSandy silt (CL)

LEGEND

Dep

th, m

0

1

2

3

4

5

6

7

8

9

10

11

12

N-Value

10.45 m

BH-5

22

14

47

54

9

63

4.5m

87

N-Value

10.45 m

BH-8

32

19

47

58

27

62

4.5m

75

N-Value

10.45 m

BH-6

17

14

28

26

12

44

4.5m

66

1.5m

6.0m

N-Value

10.45 m

BH-7

15

12

26

16

11

53

51

1.5m

12

Symbol


BH-1

Borehole Number

BH-6BH-5BH-4

Borehole Details

Field SPT Values vs. Depth

BH-3BH-2

Standard Penetration Test IS : 2131-1981, RA-2007

0

1

2

3

4

5

6

7

8

9

10

11

12

0 10 20 30 40 50 60 70 80 90 100

Field SPT Value (N)

Dep

th, m

13

Symbol


BH-6BH-5BH-4BH-3

Borehole Details

Corrected SPT Values vs. Depth

Standard Penetration Test IS : 2131-1981, RA-2007

BH-2BH-1

Borehole Number

0

1

2

3

4

5

6

7

8

9

10

11

12

0 10 20 30 40 50 60 70 80 90 100

Corrected SPT Value (N")

Dep

th, m

14

Symbol

Borehole Number

Borehole Details

IS : 2131-1981, RA-2007


Field SPT Values versus Depth

BH-7

Standard Penetration Test

BH-8

0

1

2

3

4

5

6

7

8

9

10

11

12

0 10 20 30 40 50 60 70 80 90 100

Field SPT Value (N)

Dep

th, m

15

Symbol

BH-8BH-7

Borehole Number

Borehole Details

IS : 2131-1981, RA-2007


Corrected SPT Values versus Depth

Standard Penetration Test

0

1

2

3

4

5

6

7

8

9

10

11

12

0 10 20 30 40 50 60 70 80 90 100

Corrected SPT Value (N")

Dep

th, m

16

E-WE-W

(Reverse)

SE-NWSE-NW

(Reverse)

N-SN-S

(Reverse)

SW-NESW-NE

(Reverse)

6.1 6.0 9.5 9.4 9.1 9.0 9.3 9.3

15.7 15.8 17.0 16.8 16.8 16.7 16.3 16.3

24.6 24.0 27.0 26.4 25.8 25.4 24.0 23.9

38.5 38.7 45.2 45.2 36.2 37.4 37.7 37.2

30.9 30.5 41.5 40.7 54.7 55.4 33.9 33.9

35.7 37.2 35.2 34.2 30.7 31.2 37.7 37.2

24.5 23.2 28.3 27.6 28.3 27.6 31.4 30.810.0

0.5

Electrode Spacing, m

ERT-1

Test Details

Test No. :

Apparent Resistivity, Ohm-m

8.0

1.0

6.0

Apparent Resistivity Values & Curves

29 2727

26.1 ohm-m

2525 29 2929

IS: 3043-1987, RA-2006

4.0

Electrical Resistivity Test No.: ERT-1

2.0

Mean Resistivity

Mean Resistivity Value, ohm-m :


1

10

100

1000

0 2 4 6 8 10 12

Electrode Spacing , m

App

aren

t Res

istiv

ity ,O

hm-m

E-W E-W (Reverse)

SE-NW SE-NW (Reverse)

N-S N-S (Reverse)

SW-NE SW-NE (Reverse)

17

26.1 ohm-m

Test Details

Test No. : ERT-1

Total Area of Polygon :

Polar Resistivity Curves

2135

Radius of Equivalent Circle=Mean Resistivity :


Electrical Resistivity Test No.: ERT-1IS: 3043-1987, RA-2006

20.6, -20.6

0.0, -29.0

-20.2, 20.2

0.0, 28.8

19.0, 19.0

-19.2, -19.2

-25.1, 0.0 25.1, 0.0

-30

-25

-20

-15

-10

-5

0

5

10

15

20

25

30

-30 -25 -20 -15 -10 -5 0 5 10 15 20 25 30W

N

SSESW

NW NE

E

18

GRAVEL SAND SILT CLAY

% % % %

1 0.50 5 24 65 6

1 4.50 0 56 44 0

1 10.00 0 78 22 0

Sandy silt ( ML-CL )

Silty sand (SM )

Silty sand (SM )


Grain Size Analysis

DEPTH (m)SYMBOL DESCRIPTIONBH

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10

Particle Size, mm

Perc

ent F

iner

by

Wei

ght

GRAVELFINE MEDIUM

S I L TCOARSE

S A N DCLAY

19


% % % %

2 2.25 3 22 68 7

2 5.25 0 36 61 3

2 10.00 6 15 72 7




Silty sand (SM )

Grain Size AnalysisSoil Investigation Work for Proposed 2 X 25 MVA 66/11kV G-1 Sub-Station at Dwarka, New

Delhi.

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10

Particle Size, mm

Perc

ent F

iner

by

Wei

ght

GRAVELFINE MEDIUM

S I L TCOARSE

S A N DCLAY

20


% % % %

3 1.50 0 18 74 8

3 5.25 0 24 69 7

3 10.00 5 15 71 9


Sandy silt ( CL )



Delhi.


0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10

Particle Size, mm

Perc

ent F

iner

by

Wei

ght

GRAVELFINE MEDIUM

S I L TCOARSE

S A N DCLAY

21


% % % %

4 3.00 0 22 71 7

4 5.25 3 36 58 3

4 10.00 6 28 61 5




Sandy silt ( ML )


Delhi.

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10

Particle Size, mm

Perc

ent F

iner

by

Wei

ght

GRAVELFINE MEDIUM

S I L TCOARSE

S A N DCLAY

22


% % % %

5 1.50 0 33 62 5

5 4.50 0 61 39 0

5 7.50 0 63 37 0



Silty sand (SM )

Silty sand (SM )

Grain Size Analysis


0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10

Particle Size, mm

Perc

ent F

iner

by

Wei

ght

GRAVELFINE MEDIUM

S I L TCOARSE

S A N DCLAY

23


% % % %

6 2.25 0 19 73 8

6 4.50 0 63 37 0

6 9.00 4 26 64 6




Silty sand (SM )


Delhi.

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10

Particle Size, mm

Perc

ent F

iner

by

Wei

ght

GRAVELFINE MEDIUM

S I L TCOARSE

S A N DCLAY

24


% % % %

7 1.50 0 19 73 8

7 5.25 0 23 70 7

7 8.25 0 18 77 5





Delhi.


0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10

Particle Size, mm

Perc

ent F

iner

by

Wei

ght

GRAVELFINE MEDIUM

S I L TCOARSE

S A N DCLAY

25


% % % %

8 1.50 6 24 63 7

8 4.50 4 23 67 6

8 9.00 0 58 42 0



Silty sand (SM )



Delhi.

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10

Particle Size, mm

Perc

ent F

iner

by

Wei

ght

GRAVELFINE MEDIUM

S I L TCOARSE

S A N DCLAY

26

SOIL :

Borehole No.

pH Value

1 7.4

2 7.4

3 7.6

4 7.5

5 7.3

6 7.8

7 7.1

8 7.7

3.00 0.11 0.02

3.00 0.12 0.03

0.00 0.08 0.02

2.25 0.09 0.03

1.50 0.10 0.01

CHEMICAL TEST RESULTS

Depth, (m)

Sulphate Content ,% (SO3)

Chloride Content ,%

2.25 0.07 0.01

3.00 0.10 0.01

1.50 0.12 0.03


Documents

GEOTECHNICAL INVESTIGATION REPORT - Reliance · PDF fileGEOTECHNICAL INVESTIGATION REPORT ... 2131-1981. The number of blows for each 15 cm of penetration of the split spoon sampler