Report by :

CENGRS GEOTECHNICA PVT. LTD.

SOIL AND FOUNDATION EXPERTS

Final Report on:

Detailed Geotechnical Investigation Work for

Tuglakabad-Terminal 1, IGI Airport corridor,
Lajpat Nagar-Saket G Block Corridor & Saket G Block
to Chhattarpur Corridor
of Phase-IV of Delhi MRTS Project

Volume-IIIA

STRETCH COVERED
SAKET – TUGHLAKABAD
IN THIS REPORT
(90 BOREHOLES)
VOLUME

Submitted to:

Delhi Metro Rail Corporation Ltd.

Office of the Chief Project Manager–5 Ground Floor, Airport Express Metro Station
Dhaula Kuan, New Delhi-110010

Copy To: Office of the Chief Project Manager–6,

Press Enclave Road, near Saket 'A' Block Bus Stop, New Delhi-110017.

Project No. 217033-C Date: 21st May, 2019 Revision: 01

Cengrs Geotechnica Pvt. Ltd. ISO/IEC 17025:2005

Corporate Office : A - 100, Sec - 63, Noida - 201309 (U.P.) India. Certified Laboratory
Phone : +91 120-4206771, Fax : +91 120-4206775, E : cengrs@gmail.com, W : www.cengrs.com (NABL)
ISO 9001:2008
CERTIFIED Registered Office : Cengrs House, B - 3/87, Safdarjung Enclave, New Delhi - 110029
Detailed Geotechnical Investigation Work for Phase-IV of Delhi MRTS Project
Delhi Metro Rail Corporation Ltd.

st
21 May, 2019 Project No. 217033-C-III-A

M/s. Delhi Metro Rail Corporation Ltd.

Office of the Chief Project Manager–6,
Press Enclave Road, near Saket 'A' Block Bus Stop,
New Delhi-110017.

Project: Detailed Geotechnical Investigation Work for Tuglakabad-Terminal 1, IGI Airport corridor,
Lajpat Nagar-Saket G Block corridor & Saket G Block to Chhattarpur corridor
of Phase-IV of Delhi MRTS Project

Subject: Submission of 90 Boreholes data report on Saket- Tughlakabad Corridor

We have carried out the captioned study in accordance with your Letter of Acceptance (LOA) No.
DMRCDMRC/Ph-IV/CPM-5/2005/Package-3/2016 dated 04.03.2017 and subsequent Contract Agreement dated
29.06.2017. We thank you for your business, and hope that you are satisfied with our services rendered.

This Report presents our findings based on the geotechnical investigations conducted by us at the project site.
This report presents the field and laboratory test data based on the investigations completed on site.

We have prepared this report based on our findings on site, as well as our experience gained in over 6000
projects completed over the past 27 years. We are pleased to have been of service to you on this project and
will be glad to consult further with you and your design team.

Yours faithfully,
CENGRS GEOTECHNICA PVT. LTD.

Sanjay Gupta
Managing Director

Ravi Sundaram
Director
Detailed Geotechnical Investigation Work for Phase-IV of Delhi MRTS Project
Delhi Metro Rail Corporation Ltd.

TABLE OF CONTENTS
Page No.

1.0 INTRODUCTION 1
1.1 Project Description 1
1.2 Report Format 1
1.3 Scope of Work Covered in this Report 1

2.0 FIELD INVESTIGATIONS 4

2.1 Soil Boring 4
2.2 Rotary Core Drilling 4

3.0 LABORATORY TESTS 5

4.0 VARIABILITY IN SUBSURFACE CONDITIONS 6

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

LIST OF ILLUSTRATIONS

Caption Plate
Satellite Image of Sites and Test Locations 1 to 6
Engineering Description of Soils 7
Engineering Description of Rocks 8
Rock Mass Rating System 9
Uncertainty in Laboratory Measurements 10

LIST OF APPENDICES

Appendices Borehole Number

Appendix BH-C3 BH-C3
Appendix BH-C4 BH-C4
Appendix BH-C5 BH-C5
Appendix BH-C6 BH-C6
Appendix BH-C7 BH-C7
Appendix BH-C8 BH-C8
Appendix BH-C9 BH-C9
Appendix BH-C10 BH-C10
Appendix BH-C11 BH-C11
Appendix BH-C12 BH-C12
Appendix BH-C13 BH-C13
Appendix BH-C14 BH-C14
Appendix BH-C15 BH-C15
Appendix BH-C20 BH-C20
Appendix BH-C21 BH-C21
Appendix BH-C22 BH-C22
Appendix BH-C23 BH-C23
Appendix BH-C24 BH-C24
Appendix BH-C25 BH-C25
Appendix BH-C26 BH-C26
Appendix BH-C27 BH-C27
Appendix BH-C29 BH-C29
Appendix BH-C30 BH-C30
Appendix BH-C31 BH-C31
Appendix BH-C32 BH-C32
Appendix BH-C33 BH-C33

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Appendices Borehole Number

Appendix BH-C34 BH-C34
Appendix BH-C35 BH-C35
Appendix BH-C36 BH-C36
Appendix BH-C37 BH-C37
Appendix BH-C38 BH-C38
Appendix BH-C38A BH-C38A
Appendix BH-C39 BH-C39
Appendix BH-C40 BH-C40
Appendix BH-C41 BH-C41
Appendix BH-C44 BH-C44
Appendix BH-C45 BH-C45
Appendix BH-C46 BH-C46
Appendix BH-C47 BH-C47
Appendix BH-C48 BH-C48
Appendix BH-C48A BH-C48A
Appendix BH-C49 BH-C49
Appendix BH-C50 BH-C50
Appendix BH-C51 BH-C51
Appendix BH-C52 BH-C52
Appendix BH-C53 BH-C53
Appendix BH-C54 BH-C54
Appendix BH-C55 BH-C55
Appendix BH-C55A BH-C55A
Appendix BH-C56 BH-C56
Appendix BH-C57 BH-C57
Appendix BH-C58 BH-C58
Appendix BH-C59 BH-C59
Appendix BH-C59A BH-C59A
Appendix BH-C60 BH-C60
Appendix BH-C61 BH-C61
Appendix BH-C62 BH-C62
Appendix BH-C63 BH-C63
Appendix BH-C64 BH-C64
Appendix BH-C65 BH-C65
Appendix BH-C66 BH-C66
Appendix BH-C67 BH-C67
Appendix BH-C67A BH-C67A
Appendix BH-C68 BH-C68
Appendix BH-C69 BH-C69
Appendix BH-C70 BH-C70
Appendix BH-C71 BH-C71
Appendix BH-C72 BH-C72
Appendix BH-C73 BH-C73
Appendix BH-C74 BH-C74
Appendix BH-C74A BH-C74A
Appendix BH-C75 BH-C75
Appendix BH-C76 BH-C76
Appendix BH-C77 BH-C77
Appendix BH-C77A BH-C77A
Appendix BH-C79 BH-C79
Appendix BH-C80 BH-C80
Appendix BH-C80A BH-C80A
Appendix BH-C81 BH-C81
Appendix BH-C83 BH-C83
Appendix BH-C85 BH-C85
Appendix BH-C86 BH-C86

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Appendices Borehole Number

Appendix BH-C87 BH-C87
Appendix BH-C87A BH-C87A
Appendix BH-C88 BH-C88
Appendix BH-C88A BH-C88A
Appendix BH-C89 BH-C89
Appendix BH-C90 BH-C90
Appendix BH-C91 BH-C91
Appendix BH-C92 BH-C92

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

DEFINITION OF ACRONYMS

CENGRS Cengrs Geotechnica Pvt. Ltd.

DMRC Delhi Metro Rail Corporation
UTM Universal Transverse Mercator coordinates system
NABL National Accreditation Board for Testing and Calibration Laboratories
ISO International Standards Organization
BIS Bureau of Indian Standards
EGL Existing Ground Level
NGL Natural Ground Level
RL Reduced Level
SPT Standard Penetration Test

BIS REFERENCES

ƒ Compendium of Indian Standard on Soil Engineering (Part-2, Field Testing of Soils for Civil
Engineering Purposes) SP36 (Part-2:1988) RA 2006

ƒ Compendium of Indian Standard on Soil Engineering (Part-1, Laboratory Testing of Soils for Civil
Engineering Purposes) SP36 (Part-1:1987) RA 2006

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Detailed Geotechnical Investigation Work for Phase-IV of Delhi MRTS Project
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1.0 INTRODUCTION

1.1 Project Description

Delhi Metro Rail Corporation (DMRC) is planning to construct a new metro line between
Tuglakabad-Terminal 1, IGI Airport corridor, Lajpat Nagar-Saket G Block corridor & Saket G Block to
Chhattarpur corridor as part of the Phase-IV of Delhi MRTS Project.

M/s. Cengrs Geotechnica Pvt. Ltd. (Cengrs) has been appointed by DMRC for carrying out the
detailed geotechnical investigation program along the project alignment. The scope of our investigations
includes drilling of two hundred and eighty five (285) boreholes along the proposed project alignment, as
well as carrying out seismic refraction testing (SRT) at selected locations.

1.2 Report Format

Our report shall be presented in ten (10) volumes as described below:

Final Scope of
S.No. Report Volume Section Alignment Report Type
Work
1 Volume-IA Section-A Airport - Saket 84 Boreholes
Ambedkar Nagar - Lajpat Data /
2 Volume-IIA Section-B 58 Boreholes
Nagar Factual
3 Volume-IIIA Section-C Saket - Tughlakabad 90 Boreholes Report
4 Volume-IVA Section-E Saket - Chhattarpur 33 Boreholes
5 Volume-IB Section-A Airport - Saket 84 Boreholes
Ambedkar Nagar - Lajpat
6 Volume-IIB Section-B 58 Boreholes Engineering
Nagar
Report
7 Volume-IIIB Section-C Saket - Tughlakabad 90 Boreholes
8 Volume-IVB Section-E Saket - Chhattarpur 33 Boreholes
9 Volume-VA Section-A Airport - Saket SRT
Test Report
10 Volume-VB Section-E Saket - Chhattarpur SRT

This report volume (Volume IIIA) presents the field and laboratory test results of ninety
(90) boreholes drilled in the Saket – Tughlakabad section. Engineering analysis and
recommendations for this stretch shall be presented in a separate volume (Volume IIIB).

1.3 Scope of Work Covered in this Report

Details of boreholes drilled on site and presented in this report are as follows:

UTM Coordinates (Zone 43 R) Borehole Existing

S. No. Borehole No. Termination ground
Easting Northing Depth (m) level, m
1 BH-C3 715584 3156847 30.0 237
2 BH-C4 715621 3156837 30.0 238
3 BH-C5 715695 3156792 30.0 236
4 BH-C6 715805 3156774 30.0 233
5 BH-C7 715882 3156755 30.0 233
6 BH-C8 715960 3156738 30.0 233
7 BH-C9 716024 3156722 30.0 234
8 BH-C10 716094 3156706 30.0 234

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UTM Coordinates (Zone 43 R) Borehole Existing

S. No. Borehole No. Termination ground
Easting Northing Depth (m) level, m
9 BH-C11 716314 3156660 30.0 231
10 BH-C12 716379 3156635 30.0 231
11 BH-C13 716478 3156611 30.0 232
12 BH-C14 716563 3156611 30.0 232
13 BH-C15 716837 3156594 30.0 232
14 BH-C20 717558 3156432 30.0 230
15 BH-C21 717755 3156389 30.0 230
16 BH-C22 717875 3156352 30.0 231
17 BH-C23 718160 3156319 30.0 232
18 BH-C24 718301 3156272 30.0 234
19 BH-C25 718504 3156204 30.0 232
20 BH-C26 718735 3156168 30.0 231
21 BH-C27 318817 3156151 30.0 233
22 BH-C29 719278 3156025 30.0 240
23 BH-C30 719412 3156007 30.0 238
24 BH-C31 719703 3155979 30.0 239
25 BH-C32 719890 3156004 30.0 241
26 BH-C33 720035 3156009 30.0 239
27 BH-C34 720144 3156003 30.0 238
28 BH-C35 720469 3155983 30.0 239
29 BH-C36 720553 3155973 30.0 240
30 BH-C37 720649 3155973 30.0 238
31 BH-C38 722322 3155543 30.0 234
32 BH-C38A 720762 3155959 30.0 236
33 BH-C39 720649 3155974 30.0 237
34 BH-C40 720718 3155962 30.0 238
35 BH-C41 720866 3155947 30.0 241
36 BH-C44 720938 3155964 30.0 237
37 BH-C45 721024 3155977 30.0 235
38 BH-C46 721264 3155947 30.0 236
39 BH-C47 721399 3155849 30.0 236
40 BH-C48 721498 3155778 30.0 235
41 BH-C48A 721738 3155696 30.0 235
42 BH-C49 721588 3155722 30.0 234
43 BH-C50 721671 3155686 30.0 233
44 BH-C51 721782 3155657 30.0 231
45 BH-C52 721955 3155617 30.0 234
46 BH-C53 721884 3155656 30.0 233
47 BH-C54 722066 3155585 30.0 234
48 BH-C55 722134 3155581 30.0 229
49 BH-C55A 722260 3155565 30.0 227
50 BH-C56 722478 3155473 30.0 227

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UTM Coordinates (Zone 43 R) Borehole Existing

S. No. Borehole No. Termination ground
Easting Northing Depth (m) level, m
51 BH-C57 722546 3155444 30.0 227
52 BH-C58 722628 3155380 30.0 225
53 BH-C59 722715 3155354 30.0 226
54 BH-C59A 722761 3155328 30.0 227
55 BH-C60 722790 3155318 30.0 225
56 BH-C61 722889 3155296 30.0 225
57 BH-C62 722955 3155242 30.0 224
58 BH-C63 723053 3155221 30.0 228
59 BH-C64 723124 3155177 30.0 224
60 BH-C65 723167 3155156 30.0 224
61 BH-C66 723294 3155064 30.0 224
62 BH-C67 723350 3155037 30.0 221
63 BH-C67A 723424 3155001 30.0 222
64 BH-C68 723453 3154998 30.0 221
65 BH-C69 723497 3155005 30.0 222
66 BH-C70 723596 3154992 30.0 225
67 BH-C71 723681 3154986 30.0 224
68 BH-C72 723808 3154962 30.0 223
69 BH-C73 723875 3154954 30.0 224
70 BH-C74 723995 3154940 30.0 223
71 BH-C74A 724014 3154931 30.0 222
72 BH-C75 724025 3154928 30.0 222
73 BH-C76 724148 3154918 30.0 219
74 BH-C77 724246 3154918 30.0 218
75 BH-C77A 724491 3154861 30.0 217
76 BH-C79 724500 3154804 30.0 219
77 BH-C80 724541 3154765 30.0 219
78 BH-C80A 724604 3154736 30.0 217
79 BH-C81 724638 3154701 30.0 216
80 BH-C83 714079 3156796 30.0 215
81 BH-C85 424919 3154906 30.0 215
82 BH-C86 725001 3154951 30.0 216
83 BH-C87 725018 3155048 30.0 215
84 BH-C87A 725022 3155078 30.0 215
85 BH-C88 725029 3155092 30.0 214
86 BH-C88A 725043 3155150 30.0 213
87 BH-C89 725051 3155174 30.0 213
88 BH-C90 725058 3155238 30.0 213
89 BH-C91 725018 3155278 30.0 214
90 BH-C92 725130 3155419 30.0 212

Satellite images illustrating the borehole locations are presented on Plates 1 to 6.

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2.0 FIELD INVESTIGATIONS

2.1 Soil Boring

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 RA-2007.

Standard Penetration Tests (SPT) were conducted in the boreholes at 1.5 m depth intervals in
the soil by connecting a split spoon sampler to ‘A’ rod 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 RA
2002.

The SPT ‘N’-values are described as follows:-

1. The number of blows for each 15 cm of penetration of the split spoon sampler is recorded.

2. 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.

3. The cumulative number of blows required to penetrate the balance 30 cm of the 45 cm split
spoon sampler is termed the SPT value or the ‘N’ value. For example, a SPT value reported as
“20” means that 20 blows were imparted to penetrate the split spoon sampler by the last 30 cm.

4. Where the number of blows required to penetrate the balance 30 cm of the split spoon sampler
exceeds 100, the number of blows is presented along with the corresponding penetration. For
example, an SPT value reported as “101/5 cm” means that 101 blows were imparted to
penetrate the split spoon sampler by 5 cm after the first 15 cm initial (seating) penetration.

5. Where refusal (N>100) to further penetration of the split spoon sampler is encountered in the
first 15 cm of seating penetration itself, SPT test could not be completed and "Ref" is indicated
in the bore logs, along with the penetration achieved. For example, an SPT value reported as
“Ref/5 cm” means that more than 100 blows were imparted to penetrate the split spoon sampler
by a total of 5 cm only and the 15 cm seating penetration could not be achieved.

SPT samples were collected from the split spoon sampler and disturbed sample were collected
after conducting SPT. The samples were preserved in transparent polythene bags, and transported to
our NABL accredited laboratory in Noida for laboratory testing.

Undisturbed samples of soil were collected at 3 m depth intervals using a 100 mm diameter thin-
walled tube sampler. The samples were sealed with wax on both ends to preserve moisture and were
transported to our NABL accredited laboratory in Noida.

2.2 Rotary Core Drilling

Core drilling through rock formation was performed using heavy-duty, hydraulic skid–mounted
rotary drill rig. The drilling rig has a hydraulic feed and is driven by a bevel gear system run by a 28 HP
Perkins engine. The drill chuck has four jaws to accommodate NW size drill rod.

Drilling and sampling of the rock was performed using an NX size double tube core barrel. A
TC/32–carat diamond impregnated bit was used to drill through rock strata. The bit was attached to the
end of a core barrel, which is connected to the machine by a string of NW drill rods and rotated by the
drilling machine.

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Water was circulated through the drill rods to the bottom of the hole. The water serves the
purpose of lubrication, cooling and protection of the diamond drill bit in addition to flushing the cuttings
out of the hole. A reciprocating pump was used to circulate the water. While drilling through soft rock
that is likely to collapse, NX size casing was installed. The casing has a TC shoe bit to assist it to
advance.

The percent core recovery and Rock Quality Designation (RQD) was measured for each core
run. The percent core recovery is defined as the percent ratio of the cumulative length of core sample
recovered to the total length of the core run. The Rock Quality Designation (RQD) is defined as the ratio
of the cumulative length of core pieces 10 cm or longer to the total length of the core run, expressed as
percentage.

As per the client specifications, a core run of 1.5 m was advanced through the rock. The
subsequent run length was decreased to 0.75 m where recovery of less than 80 % was encountered.
Standard Penetration Tests (SPT) was also conducted where the core recovery was less than 20%.

Details of rock samples collected and their respective core recovery / RQD values are presented
on the rock profiles at various depths. The color of return water and the extent of water loss while drilling
the borehole recorded on the boring logs may be used for an assessment of the nature of rock, water-
tightness of joints and possible presence of interconnected channels / cavities. The Rock mass Rating
(RMR), an engineering parameter that assists in assessing the rock quality and behavior is also
presented on the individual rock profiles.

3.0 LABORATORY TESTS

The laboratory testing was carried out in our NABL accredited laboratory. The quality procedure
in our laboratory conforms to ISO/IEC-17025-2005.

Laboratory tests were conducted on selected soil and groundwater samples to determine their
physical and engineering properties. The testing procedures are in accordance with current applicable
IS specifications.

The following tests were conducted on selected soil and groundwater samples recovered from
the boreholes:

Soil samples

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
Consolidated drained direct shear test IS : 2720 (Part-13)-1986, RA-2010
pH value IS : 2720 (Part 26)-1987, RA-2007
Chemical Analysis of soil* Sulphates IS : 2720 (Part-27)-1977, RA-2010
Chlorides IS : 3025 (Part-32)-1988, RA-2009
*Outside NABL Scope

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Detailed Geotechnical Investigation Work for Phase-IV of Delhi MRTS Project
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Rock Core Samples:

Name of Test Reference Codes

Density, Moisture Content & Water absorption IS :13030-1991, RA-2001

Specific Gravity IS : 2720 (Part-3)-1980, RA-2007

Unconfined compressive strength IS : 9143-1979, RA-2006

Point load strength index IS : 8764-1998, RA-2008

Cerchar Abrasivity Index Test* ASTM D7526-10

Modulus of elasticity and Poisson’s Ratio* IS : 9221:1979, RA-2001

Rebound Hammer Test* ASTM D5873-14

* Outside NABL scope

Engineering terms used to describe soils and rocks are explained on Plates 7 and 8
respectively. A rock mass rating system is presented on Plate 9. A note on our NABL accreditation
together with the uncertainty in laboratory measurements is presented on Plate 10.

4.0 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.

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 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
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Satellite image taken from Google Earth ®

Test Locations marked as per GPS coordinates taken on site using hand-held Garmin ® device
Accuracy of hand-held GPS device generally ranges from 4-6m, and varies depending on the availability of satellite connection at the site
Satellite Image of Site and Test Locations

Project No. 217033-C Plate 1 of 10

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd

Satellite image taken from Google Earth ®

Test Locations marked as per GPS coordinates taken on site using hand-held Garmin ® device
Accuracy of hand-held GPS device generally ranges from 4-6m, and varies depending on the availability of satellite connection at the site
Satellite Image of Site and Test Locations

Project No. 217033-C Plate 2 of 10

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd

Satellite image taken from Google Earth ®

Test Locations marked as per GPS coordinates taken on site using hand-held Garmin ® device
Accuracy of hand-held GPS device generally ranges from 4-6m, and varies depending on the availability of satellite connection at the site
Satellite Image of Site and Test Locations

Project No. 217033-C Plate 3 of 10

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd

Satellite image taken from Google Earth ®

Test Locations marked as per GPS coordinates taken on site using hand-held Garmin ® device
Accuracy of hand-held GPS device generally ranges from 4-6m, and varies depending on the availability of satellite connection at the site
Satellite Image of Site and Test Locations

Project No. 217033-C Plate 4 of 10

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd

Satellite image taken from Google Earth ®

Test Locations marked as per GPS coordinates taken on site using hand-held Garmin ® device
Accuracy of hand-held GPS device generally ranges from 4-6m, and varies depending on the availability of satellite connection at the site
Satellite Image of Site and Test Locations

Project No. 217033-C Plate 5 of 10

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd

Satellite image taken from Google Earth ®

Test Locations marked as per GPS coordinates taken on site using hand-held Garmin ® device
Accuracy of hand-held GPS device generally ranges from 4-6m, and varies depending on the availability of satellite connection at the site
Satellite Image of Site and Test Locations

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Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd

Plasticity of Clay Plasticity Chart

Plasticity Liquid Limit

Low Plastic < 35

Medium Plastic 35 to 50

High Plastic > 50

Consistency of Cohesive Soils Density Condition of Granular Soils

Cohesion Static Cone Tip

SPT (N) Density SPT (N)
Consistency Intercept, Resistance
Value Descriptor Value
kg/sq.cm kg/sq.cm

Very Soft < 0.1 0 to 2

Very Loose 0 to 4 < 20
Soft 0.1 to 0.25 2 to 4
Loose 4 to 10 20 to 40
Firm/Medium 0.25 to 0.5 4 to 8
Medium Dense 10 to 30 40 to 120
Stiff 0.5 to 1.0 8 to 15
Dense 30 to 50 120 to 200
Very Stiff 1.0 to 2.0 15 to 30
Very dense > 50 > 200
Hard > 2.0 > 30

Degree of Expansion of Fine Grained Soils

Free Swell Degree of

Liquid Limit Plasticity Index Shrinkage Index Degree of Severity
Percent Expansion

20 - 35 < 12 < 15 < 50 Low Non-critical

35 - 50 12 - 23 15 -30 50 -100 Medium Marginal

50 - 70 23 - 32 30 - 60 100 - 200 High Critical

70 - 90 > 32 > 60 > 200 Very High Severe

Engineering Description of Soils

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 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
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Intact Rock Strength

Unconfined Compressive
Term Field Estimation of Hardness
Strength (kg/sq.cm)

Extremely Strong >2000 Several blows of geologic hammer required to break specimen

Very strong 1000 to 2000 More than one blow of geologic hammer required to break specimen

Strong 500 to 1000 Hand held specimen can be broken with single blow of hammer.

Moderately strong 125 to 500 Indentation of 5 mm with sharp end of pick

Moderately weak 50 to 125 Too hard to cut by hand into a compression test specimen

Weak 12.5 to 50 Materials crumble under firm blows with the sharp end of a geologic pick.

Very weak 4 to 12.5 Brittle or tough, may be broken by hand with difficulty

Relationship of RQD and Rock Quality Weathering Grade

Rock Quality Designation (RQD), Fresh : No visible sign of rock material weathering: perhaps
Rock Quality I
% slight discoloration on major discontinuity surfaces

Very Poor 0-25

Slightly weathered: Discoloration indicates weathering of rock
material and discontinuity surfaces. All the rock material may
Poor 25-50 II
be discolored by weathering and may be somewhat weaker
externally that in its fresh condition
Fair 50-75

Moderately weathered : Less than half of the rock material is

Good 75-90
decomposed and/or disintegrated to a soil.Fresh or discolored
III
rock is present either as a continuous framework or as core
Excellent 90-100
stones
Highly weathered: More than half of the rock material is
decomposed and/or disintegrated to a soil.Fresh or discolored
IV
rock is present either as a continous framework or as core
stones
RQD is the percentage ratio of the total length of intact core
Completely weathered: All rock material is decomposed and/or
specimen 100 mm long or longer to the total length of core run.
disintegrated to soil. The original mass structure is still largely V
intact

Rock Description Terms

Igneous Rock formed by cooling of molten rock/earth mass.Example:Granite, basalt.

Sedimentary Rock formed by deposition of sediments. Example: Sandstone, Limestone. Shale.

Sedimentary rock metamorphosed by natural process under the action of high termperature and
Metamorphic
pressure.Example:Quartzite, slate.

Solution cavities Cavities formed by dissolving of rock in water-during flow of underground water, usually observed in limestone.

Deposits of crystals, usually calcite or gypsum, formed in solution cavities during the drying of the water inside these
Vugs
cavities.

Usually of igneous nature formed by intrusion of such matter into sedimentary rock formations. Intrusions cutting across
Intrusions
bedding or structural planes are called dykes. Intrusions conforming to bedding/structural planes are called sills.

Porphyritic A rock texture term, describes igneous rock containing relatively large crystals set in a fine grained groundmass.

Vesicular Small gas bubbles trapped in volcanic lavas during solidification.

Engineering Desciption of Rocks

Project No. 217033-C Plate 8 of 10

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd

A. Classification Parameters and Their Ratings

Parameter Rating of Values
Point-load
for this low range, uniaxial
strength index >10 4-10 2-4 1-2
compressive test is preferred
(MPa)
Strength of Intact
Rock Material
1 Uniaxial
compressive >250 100-250 50-100 25-50 5-25 1-5 <1
strength (MPa)

Rating 15 12 7 4 2 1 0

Drill core quality RQD(%) 90-100 75-90 50-75 25-50 <25

2
Rating 20 17 13 8 3

Spacing of discontinuities >2m 0.6-2 m 200-600m 60-200 mm <60 mm

3
Rating 20 15 10 8 5

Very rough surfaces Slightly rough

Slightly rough surfaces Slickensided surfaces
Not continuous surfaces
separation <1 mm or Gouge< 5mm thick Soft gouge>5 mm thick or
Condition of discontinuities No separation separation < 1 mm
slightly weathered or separation 1-5 mm separation >5mm Continuous
4 unweathered wall Highly weathered
walls continous
rock walls

Rating 30 25 20 10 0

Inflow per 10 m tunnel

None <10 10-25 25-125 >125
length (L/mm)
Ratio :
Ground
Joint water pressure 0 <0.1 0.1-0.2 0.2-0.5 >0.5
5 water
Major principal stress
General Conditions Completely dry Damp Wet Dripping Flowing

Rating 15 10 7 4 0

B. Rating Adjustment for Discontinuty Orientation

Strike and dip Very
Favourable Fair Unfavourable Very unfavourable
orientations of favourable
Tunnels and mines 0 -2 -5 -10 -12

Rating Foundations 0 -2 -7 -15 -25

Slopes 0 -5 -25 -50 -60

C. Rock Mass Classes Determined from Total Ratings

Rating 100-81 80-61 60-41 40-21 <20

Class no. I II III IV V

Description Very good rock Good rock Fair rock Poor rock Very poor rock

D. Meaning of Rock Mass Classes

Class No. I II III IV V
20 yr for15 m
Average stand-up time 1 yr for 10 m span 1 wk for 5 m span 10hr for 2.5 m span 30 min for 1 m span
span

Cohesion of the rock mass (kPa) >400 300-400 200-300 100-200 <100

Frictin angle for the mass (deg) >45 35-45 25-35 15-25 <15

Rock Mass Rating System

Project No. 217033-C Plate 9 of 10

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd

NABL Accredited Laboratory

Our laboratory is accredited to National Accreditation Board for Testing and Calibration Laboratories
(NABL), New Delhi. The quality procedures in our laboratory conform to the International Standard ISO/IEC:
17025-2005.

The accreditation assures our clients of work quality in conformance with international norms and practices. It
authorizes us to use the NABL logo on test results.

To maintain the necessary level of quality and reliability in all measurements on a continual basis, we indulge in
the following:

 Use of calibrated equipment, regular maintenance and good housekeeping are a part of our work
culture.

 Inter-laboratory comparison, proficiency testing and replicate testing, continuing education - ensure
uniform quality of results.

 Internal Audit of quality procedures is done by our qualified ISO 17025 auditors to maintain the
requisite standards. NABL conducts external audit.

Uncertainty
Every measurement entails an uncertainty. It is well known that no measuring instrument can determine the
true value of any measurement. The cumulative effect of factors such as sensitivity of equipment, accuracy in
calibration, human factors and environmental conditions will determine the overall uncertainty in the parameter
determined from these measurements.
As a part of our commitment to our clients, we have worked out the uncertainty in the parameters reported by
our laboratory. Although this does not form a part of our contract agreement, we present below our statistical
estimate of uncertainty of various parameters based on our most recent evaluation (February, 2016).

Test / Parameter Uncertainty* Test / Parameter Uncertainty*

Moisture Content ± 0.29% Free Swell Index, % ± 2.6%

Bulk & Dry Density ± 0.01 g/cc Swell Pressure ± 0.43 kg/cm2

Specific Gravity ± 0.01 Pressure ± 0.03 kg/cm2

Consolidation
Liquid Limit Void Ratio ±0.01
± 0.29%
Plastic Limit Density Index (relative
density) of cohesionless soils ±5%
Shrinkage Limit ± 0.61%
Unconfined 2 CD Direct Shear
c ± 0.054 kg/cm  ± 0.29 degrees
Compression Test
c ± 0.01 kg/cm2
UU Triaxial Test Soil Gradation ± 0.5% of particle size
 ± 0.48 degree

MDD ± 0.14 g/cc Coefficient of Permeability ± 2.7 x 10-5 cm/s

Std/Mod Proctor
Compaction
Crushing  3.1
OMC ± 0.29% 2
Strength kg/cm
Rock
Point Load  8.89
Laboratory CBR ± 0.58%
Strength Index kg/cm2
* at 95 percent confidence level for coverage factor of 2

Uncertainty in Laboratory Measurements

Project No. 217033-C Plate 10 of 10

 APPENDIX- BH-C11

Caption Plate
Soil Profiles 1 to 3
Standard Penetration Test Results 4
Plasticity Chart 5
Grain Size Analysis 6 to 9
Shear Test Results 10 to 14
Consolidation Test Results 15 to 19
Chemical Test Results 20
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C11)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 716314 E, 3156660 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 18-May-17

Chainage : Ground Water Level : Boring Finish : 19-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

0.00 1.00 DS1 #N/A Utility Pit 1.50 #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###
Very stiff brown sandy silt, low plastic
1.50 1.95 SPT1 18 26 0 40 53 7 31.6 21.2 10.4 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A
(CL)
2.25 2.55 UDS1 #N/A - very stiff, 1.5 to 6.0 m #N/A #N/A #N/A #N/A 30.9 21.4 9.4 1.76 1.64 7.7 #N/A #N/A #N/A #N/A #N/A

3.00 3.45 SPT2 22 26 0 17 72 11 32.3 20.9 11.4 #N/A #N/A 2.69 #N/A #N/A #N/A #N/A

4.50 4.95 SPT3 25 27 0 41 50 9 32.2 20.2 12.0 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

5.25 5.55 UDS2 #N/A #N/A #N/A #N/A #N/A 32.1 21.2 10.9 1.87 1.75 6.7 #N/A DS 0.5,1,1.5 0.0 30.2 UC 0.7

6.00 6.45 SPT4 43 42 - hard, 6.0 to 11.5 m 2 34 53 11 32.0 22.3 9.8 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

7.50 7.95 SPT5 46 42 - with traces of gravel, 6.0 to 7.5 m 9 23 59 9 33.2 20.1 13.1 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A

8.25 8.55 UDS3 #N/A - with gravel, 7.5 to 8.0 m #N/A #N/A #N/A #N/A 31.3 21.6 9.7 1.88 1.75 7.4 #N/A #N/A #N/A #N/A #N/A UC 0.8

9.00 9.45 SPT6 35 30 0 33 54 13 33.3 21.5 11.7 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

10.50 10.95 SPT7 36 29 0 30 57 13 34.2 20.8 13.4 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

11.25 11.55 UDS4 #N/A #N/A #N/A #N/A #N/A 34.3 20.1 14.1 1.89 1.72 9.7 #N/A DS 0.5,1,1.5 0.0 30.3

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C11 : Plate 1 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C11)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 716314 E, 3156660 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 18-May-17

Chainage : Ground Water Level : Boring Finish : 19-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

12.00 12.45 SPT8 30 22 Hard brown sandy silt, low plastic (CL) 0 45 46 9 31.2 21.0 10.3 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

13.50 13.95 SPT9 33 23 0 25 61 14 32.5 20.9 11.7 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

14.25 14.55 UDS5 #N/A #N/A #N/A #N/A #N/A 32.2 20.2 12.0 1.81 1.71 5.7 #N/A #N/A #N/A #N/A #N/A

15.00 15.45 SPT10 30 20 0 41 49 10 31.2 20.1 11.1 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A

16.50 16.95 SPT11 33 21 - with traces of gravel. 16.5 to 21.0 m 1 30 56 13 32.5 21.0 11.5 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

17.25 17.55 UDS6 #N/A #N/A #N/A #N/A #N/A 31.3 20.2 11.0 1.94 1.73 12.4 #N/A DS 1,2,3 0.0 30.8 UC 1.2

18.00 18.45 SPT12 46 28 3 23 58 16 31.3 21.3 10.0 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

19.50 19.95 SPT13 49 29 2 27 56 15 32.2 21.4 10.8 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A

20.25 20.55 UDS7 #N/A #N/A #N/A #N/A #N/A 33.3 22.1 11.2 1.91 1.70 12.2 #N/A #N/A #N/A #N/A #N/A

21.00 21.45 SPT14 49 27 - with gravel, 21.0 to 23. m 9 33 53 5 31.2 23.1 8.1 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A

22.50 22.95 SPT15 53 28 5 33 56 6 32.1 21.6 10.6 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

23.25 23.55 UDS8 #N/A #N/A #N/A #N/A #N/A 33.5 22.2 11.3 1.93 1.75 10.1 #N/A DS 1,2,3 0.0 31.5 UC 1.3

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C11 : Plate 2 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C11)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 716314 E, 3156660 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 18-May-17

Chainage : Ground Water Level : Boring Finish : 19-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

24.00 24.45 SPT16 64 33 Hard brown sandy silt, low plastic (CL) 1 33 60 6 32.4 21.3 11.2 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

25.50 25.95 SPT17 72 35 - with traecs of grave, 24.0 to 27.0 m 2 33 53 12 33.3 21.8 11.4 #N/A #N/A 2.63 #N/A #N/A #N/A #N/A

26.25 26.55 UDS9 #N/A #N/A #N/A #N/A #N/A 32.3 21.0 11.3 1.95 1.75 11.4 #N/A #N/A #N/A #N/A #N/A UC 1.6

27.00 27.45 SPT18 62 29 - with gravel, 27.0 to 28.5 m 9 29 56 6 32.9 21.4 11.4 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

28.50 28.95 SPT19 68 31 0 22 70 8 32.3 20.9 11.4 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

29.25 29.55 UDS10 #N/A #N/A #N/A #N/A #N/A 32.1 21.2 10.9 2.05 1.81 13.2 #N/A DS 1,2,3 0.0 32.7

30.00 30.45 SPT20 82 38 - with gravel, 30.0 to 30.45 m 30.45 6 27 61 6 33.3 21.6 11.7 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C11 : Plate 3 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Standard Penetration Test

IS : 2131-1981, RA-2007

Borehole Details

SPT Symbol Borehole Number Section

Field
BH-C11 Saket to Tughlakabad
Corrected

Field (N) & Corrected (N') SPT Value

0 20 40 60 80 100
0.0

4.0

8.0

12.0
Depth, m

16.0

20.0

24.0

28.0

32.0

Field & Corrected SPT Values vs. Depth

Project No. 217033-C Appendix-C11 : Plate 4 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Atterberg Test
IS : 2720 (Part-5)-1985, RA-2010

60

A-Line : 0.73(LL-20)
50

CH
CI

40
L I Q U I D L I M I T, WL
Plasticity Index, Ip (%)

30

CL

20
A Line BH-C11
MH or OH

10
MI or OI
CL-ML ML or
ML OL
0
0 10 20 30 40 50 60 70 80 90 100
Liquid Limit, (%)

Plasticity Chart
Project No. 217033-C Appendix-C11 : Plate 5 of 20
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C11 1.50 Sandy silt (CL) 0 40 53 7 0.076 0.023 0.003 25.3 2.32

BH-C11 3.00 Sandy silt (CL) 0 17 72 11 0.045 0.014

BH-C11 4.50 Sandy silt (CL) 0 41 50 9 0.085 0.013 0.002 42.5 0.99

Sandy silt with traces of gravel

BH-C11 6.00 2 34 53 11 0.068 0.018
(CL)

BH-C11 7.50 Sandy silt with gravel (CL) 9 23 59 9 0.065 0.026 0.002 32.5 5.20

Hydrometer Analysis Sieve Analysis

SAND GRAVEL
CLAY SILT
FINE MEDIUM COARSE FINE COARSE

100

90

80

70
% Finer by Weight

60

50

40

30 Borehole No: C11 , Depth: 1.5 m

Borehole No: C11 , Depth: 3 m

20
Borehole No: C11 , Depth: 4.5 m

Borehole No: C11 , Depth: 6 m

10
Borehole No: C11 , Depth: 7.5 m

0
0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C11 : Plate 6 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C11 9.00 Sandy silt (CL) 0 33 54 13 0.052 0.012

BH-C11 10.50 Sandy silt (CL) 0 30 57 13 0.043 0.011

BH-C11 12.00 Sandy silt (CL) 0 45 46 9 0.105 0.026 0.002 52.5 3.22

BH-C11 13.50 Sandy silt (CL) 0 25 61 14 0.024 0.006

BH-C11 15.00 Sandy silt (CL) 0 41 49 10 0.085 0.022 0.002 42.5 2.85

Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C11 , Depth: 9 m

Borehole No: C11 , Depth: 10.5 m

20
Borehole No: C11 , Depth: 12 m

Borehole No: C11 , Depth: 13.5 m

10
Borehole No: C11 , Depth: 15 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C11 : Plate 7 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

Sandy silt with traces of gravel

BH-C11 16.50 1 30 56 13 0.058 0.017
(CL)
Sandy silt with traces of gravel
BH-C11 18.00 3 23 58 16 0.051 0.014
(CL)
Sandy silt with traces of gravel
BH-C11 19.50 2 27 56 15 0.055 0.016
(CL)

BH-C11 21.00 Sandy silt with gravel (CL) 9 33 53 5 0.108 0.033 0.007 15.4 1.44

BH-C11 22.50 Sandy silt with gravel (CL) 5 33 56 6 0.073 0.030 0.006 12.2 2.05

Hydrometer Analysis Sieve Analysis

SAND GRAVEL
CLAY SILT
FINE MEDIUM COARSE FINE COARSE

100

90

80

70
% Finer by Weight

60

50

40

30 Borehole No: C11 , Depth: 16.5 m

Borehole No: C11 , Depth: 18 m

20 Borehole No: C11 , Depth: 19.5 m

Borehole No: C11 , Depth: 21 m

10 Borehole No: C11 , Depth: 22.5 m

0
0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C11 : Plate 8 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

Sandy silt with traces of gravel

BH-C11 24.00 1 33 60 6 0.068 0.028 0.006 11.3 1.92
(CL)
Sandy silt with traces of gravel
BH-C11 25.50 2 33 53 12 0.053 0.017
(CL)

BH-C11 27.00 Sandy silt with gravel (CL) 9 29 56 6 0.073 0.030 0.006 12.2 2.05

BH-C11 28.50 Sandy silt (CL) 0 22 70 8 0.055 0.023 0.004 13.8 2.40

BH-C11 30.00 Sandy silt with gravel (CL) 6 27 61 6 0.066 0.027 0.005 13.2 2.21

Hydrometer Analysis Sieve Analysis

SAND GRAVEL
CLAY SILT
FINE MEDIUM COARSE FINE COARSE

100

90

80

70
% Finer by Weight

60

50

40

30 Borehole No: C11 , Depth: 24 m

Borehole No: C11 , Depth: 25.5 m

20
Borehole No: C11 , Depth: 27 m

Borehole No: C11 , Depth: 28.5 m

10
Borehole No: C11 , Depth: 30 m

0
0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C11 : Plate 9 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C11 Sample Depth: 5.25 m

Sample Details

Sample No.: UDS2 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.75

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 30.2 degrees

2.5

2.0

y = 0.5831x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C11 : Plate 10 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C11 Sample Depth: 11.25 m

Sample Details

Sample No.: UDS4 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.72

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 30.3 degrees

2.5

2.0

y = 0.5852x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C11 : Plate 11 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C11 Sample Depth: 17.25 m

Sample Details

Sample No.: UDS6 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.73

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 30.8 degrees

2.5

2.0

y = 0.5972x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C11 : Plate 12 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C11 Sample Depth: 23.25 m

Sample Details

Sample No.: UDS8 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.75

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 31.5 degrees

2.5

2.0
y = 0.6134x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C11 : Plate 13 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C11 Sample Depth: 29.25 m

Sample Details

Sample No.: UDS10 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.81

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 32.7 degrees

2.5

2.0
y = 0.6415x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C11 : Plate 14 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C11 Initial moisture content : 7.7% Preconsolidation Pressure (PC) kg/cm : 0.70
Sample Details

Test Results
Sample Depth, m: 2.25 Final moisture content : 8.6% Overconsolidation Ratio (OCR): 1.8

Sample No. : UDS-1 Initial Void Ratio before test (eo): 0.63 Compression Index (Cc1) for p < pc: 0.019

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.42 Compression Index (Cc2) for p > pc: 0.154

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.80 7.1E-02
0.25 - 0.5 level less than preconsolidation
0.5 - 1.0 1.6E-02
9.4E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.2E-03
2.0 - 4.0 greater than preconsolidation
2.9E-03
4.0 - 8.0 pressure
0.70

eo = 0.63

0.60
Void Ratio, e

0.50

Lab Curve
Loading Curve
0.40
Unloading Curve
Extrapolated Loading Curve
Unloading Points
Field Curve
Pc = 0.82 kg/sqcm
Po = 0.38 kg/sqcm

0.30 Loading Points

0.42 eo

0.20
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C11 : Plate 15 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C11 Initial moisture content : 7.4% Preconsolidation Pressure (PC) kg/cm : 2.70
Sample Details

Test Results
Sample Depth, m: 8.25 Final moisture content : 8.1% Overconsolidation Ratio (OCR): 2.0

Sample No. : UDS-3 Initial Void Ratio before test (eo): 0.53 Compression Index (Cc1) for p < pc: 0.018

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.33 Compression Index (Cc2) for p > pc: 0.189

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.80 6.0E-02
0.25 - 0.5 level less than preconsolidation
0.5 - 1.0 2.7E-02
8.1E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.9E-03
2.0 - 4.0 greater than preconsolidation
2.8E-03
4.0 - 8.0 pressure
0.70

0.60
Void Ratio, e

eo = 0.53

0.50

Loading Curve
0.40
Unloading Curve
Extrapolated Loading Curve
Field Curve
Unloading Points Lab Curve
Field Curve
0.30 Loading Points

0.42 eo
0.20
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C11 : Plate 16 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C11 Initial moisture content : 5.7% Preconsolidation Pressure (PC) kg/cm : 5.50
Sample Details

Test Results
Sample Depth, m: 14.25 Final moisture content : 6.8% Overconsolidation Ratio (OCR): 2.2

Sample No. : UDS-5 Initial Void Ratio before test (eo): 0.57 Compression Index (Cc1) for p < pc: 0.015

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.35 Compression Index (Cc2) for p > pc: 0.236

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
2 2/
(kg/cm ) mv,(cm kg) Pc = Preconsolidation Pressure
0.80 CC1 = Compression Index for stress
0.25 - 0.5 7.5E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
8.9E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.2E-03
2.0 - 4.0 greater than preconsolidation
3.7E-03
0.70 4.0 - 8.0 pressure

0.60
Void Ratio, e

eo = 0.57

0.50

Loading Curve
0.40
Unloading Curve
Extrapolated Loading Curve Lab Curve Field Curve

Unloading Points
Field Curve
0.30 Loading Points
Pc = 5.26 kg/sqcm
Po = 2.57 kg/sqcm

0.42 eo

0.20
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C11 : Plate 17 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C11 Initial moisture content : 12.2% Preconsolidation Pressure (PC) kg/cm : 8.10
Sample Details

Test Results
Sample Depth, m: 20.25 Final moisture content : 13.2% Overconsolidation Ratio (OCR): 2.5

Sample No. : UDS-7 Initial Void Ratio before test (eo): 0.58 Compression Index (Cc1) for p < pc: 0.016

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.36 Compression Index (Cc2) for p > pc: 0.306

0.90
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.80 0.25 - 0.5 6.9E-02
level less than preconsolidation
0.5 - 1.0 1.8E-02
9.1E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.0E-03
2.0 - 4.0 greater than preconsolidation
3.9E-03
4.0 - 8.0 pressure
0.70

0.60
Void Ratio, e

eo = 0.58

0.50

Loading Curve
0.40
Unloading Curve Lab Curve
Field Curve
Extrapolated Loading Curve
Unloading Points
Field Curve
0.30 Loading Points
Pc = 8.43 kg/sqcm
Po = 3.75 kg/sqcm

0.42 eo

0.20
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C11 : Plate 18 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C11 Initial moisture content : 11.4% Preconsolidation Pressure (PC) kg/cm : 12.00
Sample Details

Test Results
Sample Depth, m: 26.25 Final moisture content : 12.3% Overconsolidation Ratio (OCR): 2.4

Sample No. : UDS-9 Initial Void Ratio before test (eo): 0.53 Compression Index (Cc1) for p < pc: 0.014

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.32 Compression Index (Cc2) for p > pc: 0.358

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.80 CC1 = Compression Index for stress
0.25 - 0.5 7.1E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
9.2E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.5E-03
2.0 - 4.0 greater than preconsolidation
3.4E-03
4.0 - 8.0 pressure
0.70

0.60
Void Ratio, e

eo = 0.53

0.50

Loading Curve
0.40
Unloading Curve
Extrapolated Loading Curve
Field Curve
Unloading Points Lab Curve
Field Curve
0.30 Loading Points

0.42 eo
0.20
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C11 : Plate 19 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil-Water Extract Test Results

Sulphate Content Chloride Content

Borehole No. Depth, (m) pH Value
(SO3), % (Cl), %

BH-C11 16.5 0.08 0.02 8.2

Chemical Test Results

Consolidation Test Results

Preconsolidation Compression Index
Overconsolidation
Borehole No. Depth, (m) Pressure (PC)
Ratio (OCR) (Cc1) (Cc2)
kg/cm2:

2.25 0.70 1.80 0.019 0.154

8.25 2.70 2.00 0.018 0.189

BH-C11 14.25 5.50 2.20 0.015 0.236

20.25 8.10 2.50 0.016 0.306

26.25 12.00 2.40 0.014 0.358

Consolidation Test Results

Project No. 217033-C Appendix-C11 : Plate 20 of 20

 APPENDIX- BH-C12

Caption Plate
Soil Profiles 1 to 3
Standard Penetration Test Results 4
Plasticity Chart 5
Grain Size Analysis 6 to 9
Shear Test Results 10 to 14
Consolidation Test Results 15 to 19
Chemical Test Results 20
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C12)

Location : Saket to Tughlakabad Termination Depth : 30.2 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 716379 E, 3156635 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 18-May-17

Chainage : Ground Water Level : Boring Finish : 19-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

0.00 1.00 DS1 #N/A Utility Pit 1.50 #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A
Stiff to hard brown sandy silt, low plastic
1.50 1.95 SPT1 17 24 0 26 63 11 31.6 21.6 10.0 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A
(CL)
2.25 2.55 UDS1 #N/A - very stiff, 1.5 to 3.0 m 30.9 20.6 10.3 1.77 1.66 6.4 #N/A #N/A #N/A #N/A #N/A UC 0.7

3.00 3.45 SPT2 14 17 - stiff, 3.0 to 4.5 m 3 33 55 9 32.3 20.3 12.0 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

4.50 4.95 SPT3 19 20 - very stiff, 4.5 to 6.0 m 2 35 54 9 32.2 21.1 11.1 #N/A #N/A 2.63 #N/A #N/A #N/A #N/A

5.25 5.55 UDS2 #N/A - with traces of gravel, 3.0 to 5.0 m #N/A #N/A #N/A #N/A 32.1 20.9 11.2 1.81 1.71 5.7 #N/A DS 0.5,1,1.5 0.0 29.9

6.00 6.45 SPT4 30 29 - hard, 6.0 to 11.5 m #N/A #N/A #N/A #N/A 32.0 21.0 11.1 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

7.50 7.95 SPT5 35 32 0 14 74 12 33.2 20.4 12.8 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

8.25 8.55 UDS3 #N/A #N/A #N/A #N/A #N/A 31.3 20.3 11.0 1.80 1.67 7.6 #N/A #N/A #N/A #N/A #N/A UC 0.7

9.00 9.45 SPT6 39 33 - with gravel, 9.0 to 10.5 m 9 12 68 11 33.3 21.2 12.0 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

10.50 10.95 SPT7 42 33 - with traces of gravel, 10.5 to 11.0 m 2 17 69 12 34.2 20.3 14.0 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

11.25 11.55 UDS4 #N/A #N/A #N/A #N/A #N/A 34.3 21.6 12.7 1.83 1.69 8.1 #N/A DS 0.5,1,1.5 0.0 30.4 UC 1.1

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C12 : Plate 1 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C12)

Location : Saket to Tughlakabad Termination Depth : 30.2 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 716379 E, 3156635 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 18-May-17

Chainage : Ground Water Level : Boring Finish : 19-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

12.00 12.45 SPT8 38 28 Hard brown sandy silt, low plastic (CL) 12 13 64 11 31.2 21.6 9.7 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A

13.50 13.95 SPT9 42 30 - with gravel, 12.0 to 13.5 m 0 16 72 12 32.5 21.6 10.9 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A

14.25 14.55 UDS5 #N/A #N/A #N/A #N/A #N/A 32.2 21.6 10.7 1.94 1.73 12.3 #N/A #N/A #N/A #N/A #N/A

15.00 15.45 SPT10 44 30 #N/A #N/A #N/A #N/A 31.2 21.4 9.8 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

16.50 16.95 SPT11 40 26 - with traces of gravel, 16.5 to 17.0 m 1 20 68 11 32.5 21.4 11.1 #N/A #N/A 2.63 #N/A #N/A #N/A #N/A

17.25 17.55 UDS6 #N/A #N/A #N/A #N/A #N/A 31.3 21.2 10.1 1.91 1.73 10.3 #N/A DS 1,2,3 0.0 30.8 UC 1.4

18.00 18.45 SPT12 63 39 0 16 72 12 31.3 21.5 9.7 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

19.50 19.95 SPT13 55 32 - with gravel, 19.5 to 22.5 m 9 13 67 11 32.2 21.2 11.0 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

20.25 20.55 UDS7 #N/A #N/A #N/A #N/A #N/A 33.3 21.9 11.4 1.94 1.72 12.8 #N/A #N/A #N/A #N/A #N/A UC 1.7

21.00 21.45 SPT14 59 33 20 11 59 10 31.2 21.3 10.0 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

22.50 22.95 SPT15 63 34 - with traces of gravel, 22.5 to 23.5 m 3 26 61 10 32.1 23.2 8.9 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

23.25 23.55 UDS8 #N/A 2 28 62 8 33.5 22.2 11.3 1.96 1.78 10.1 #N/A DS 1,2,3 0.0 32.3

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C12 : Plate 2 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C12)

Location : Saket to Tughlakabad Termination Depth : 30.2 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 716379 E, 3156635 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 18-May-17

Chainage : Ground Water Level : Boring Finish : 19-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

24.00 24.45 SPT16 75 38 Hard browns sandy silt, low plastic (CL) #N/A #N/A #N/A #N/A 32.4 23.1 9.3 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

25.50 25.95 SPT17 78 38 - with gravel, 25.5 to 27.0 m 8 22 60 10 33.3 22.1 11.1 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A

26.25 26.55 UDS9 #N/A 5 20 65 10 32.3 21.6 10.7 1.98 1.78 11.0 #N/A #N/A #N/A #N/A #N/A

27.00 27.45 SPT18 85 40 - with traces of gravel, 27.0 to 29.0 m 4 23 63 10 32.9 20.9 12.0 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

28.50 28.95 SPT19 92 42 4 13 71 12 32.3 21.4 10.8 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A

29.25 29.55 UDS10 #N/A #N/A #N/A #N/A #N/A 32.1 22.2 9.9 2.05 1.82 12.8 #N/A DS 1,2,3 0.0 32.8
100/ 100/ - intermixed with gravel, 30.0 to 30.20
30.00 30.20 SPT20 30.20 34 12 47 7 33.3 23.1 10.2 #N/A #N/A 2.63 #N/A #N/A #N/A #N/A
5cm 5cm m
#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C12 : Plate 3 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Standard Penetration Test

IS : 2131-1981, RA-2007

Borehole Details

SPT Symbol Borehole Number Section

Field
BH-C12 Saket to Tughlakabad
Corrected

Field (N) & Corrected (N') SPT Value

0 20 40 60 80 100
0.0

4.0

8.0

12.0
Depth, m

16.0

20.0

24.0

28.0
100/5cm
100/5cm

32.0

Field & Corrected SPT Values vs. Depth

Project No. 217033-C Appendix-C12 : Plate 4 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Atterberg Test
IS : 2720 (Part-5)-1985, RA-2010

60

A-Line : 0.73(LL-20)
50

CH
CI

40
L I Q U I D L I M I T, WL
Plasticity Index, Ip (%)

30

CL

20
A Line BH-C12
MH or OH

10
MI or OI
CL-ML ML or
ML OL
0
0 10 20 30 40 50 60 70 80 90 100
Liquid Limit, (%)

Plasticity Chart
Project No. 217033-C Appendix-C12 : Plate 5 of 20
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C12 1.50 Sandy silt (CL) 0 26 63 11 0.057 0.021

Sandy silt with traces of gravel
BH-C12 3.00 3 33 55 9 0.070 0.026 0.003 23.3 3.22
(CL)
Sandy silt with traces of gravel
BH-C12 4.50 2 35 54 9 0.071 0.026 0.003 23.7 3.17
(CL)
Sandy silt with traces of gravel
BH-C12 6.50 4 13 71 12 0.049 0.017
(CL)

BH-C12 7.50 Sandy silt (CL) 0 14 74 12 0.047 0.016

Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30 Borehole No: C12 , Depth: 1.5 m

Borehole No: C12 , Depth: 3 m

20
Borehole No: C12 , Depth: 4.5 m

Borehole No: C12 , Depth: 6.5 m

10
Borehole No: C12 , Depth: 7.5 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C12 : Plate 6 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C12 9.00 Sandy silt with gravel (CL) 9 12 68 11 0.052 0.019

Sandy silt with traces of gravel
BH-C12 10.50 2 17 69 12 0.051 0.018
(CL)

BH-C12 12.00 Sandy silt with gravel (CL) 12 13 64 11 0.056 0.020

BH-C12 13.50 Sandy silt (CL) 0 16 72 12 0.048 0.017

BH-C12 15.50 Sandy silt with gravel (CL) 6 15 68 11 0.052 0.019

Hydrometer Analysis Sieve Analysis

SAND GRAVEL
CLAY SILT
FINE MEDIUM COARSE FINE COARSE

100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C12 , Depth: 9 m

Borehole No: C12 , Depth: 10.5 m

20
Borehole No: C12 , Depth: 12 m

Borehole No: C12 , Depth: 13.5 m

10
Borehole No: C12 , Depth: 15.5 m

0
0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C12 : Plate 7 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

Sandy silt with traces of gravel

BH-C12 16.50 1 20 68 11 0.053 0.019
(CL)

BH-C12 18.00 Sandy silt (CL) 0 16 72 12 0.048 0.017

BH-C12 19.50 Sandy silt with gravel (CL) 9 13 67 11 0.053 0.019

BH-C12 21.00 Sandy silt with gravel (CL) 20 11 59 10 0.063 0.023 0.002 31.5 4.20

Sandy silt with traces of gravel

BH-C12 22.50 3 26 61 10 0.061 0.022 0.002 30.5 3.97
(CL)
Hydrometer Analysis Sieve Analysis

SAND GRAVEL
CLAY SILT
FINE MEDIUM COARSE FINE COARSE

100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C12 , Depth: 16.5 m

Borehole No: C12 , Depth: 18 m

20
Borehole No: C12 , Depth: 19.5 m

Borehole No: C12 , Depth: 21 m

10
Borehole No: C12 , Depth: 22.5 m

0
0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C12 : Plate 8 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C12 25.50 Sandy silt with gravel (CL) 8 22 60 10 0.062 0.023 0.002 31.0 4.27
Sandy silt with traces of gravel
BH-C12 27.00 4 23 63 10 0.059 0.021 0.002 29.5 3.74
(CL)
Sandy silt with traces of gravel
BH-C12 28.50 4 13 71 12 0.050 0.017
(CL)
Sandy silt intermixed with
BH-C12 30.00 34 12 47 7 1.180 0.034 0.005 236 0.20
gravel (CL)

Hydrometer Analysis Sieve Analysis

SAND GRAVEL
CLAY SILT
FINE MEDIUM COARSE FINE COARSE

100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C12 , Depth: 25.5 m

20 Borehole No: C12 , Depth: 27 m

Borehole No: C12 , Depth: 28.5 m

10
Borehole No: C12 , Depth: 30 m

0
0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C12 : Plate 9 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C12 Sample Depth: 5.25 m

Sample Details

Sample No.: UDS2 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.71

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 29.9 degrees

2.5

2.0

y = 0.5751x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C12 : Plate 10 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C12 Sample Depth: 11.25 m

Sample Details

Sample No.: UDS4 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.69

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 30.4 degrees

2.5

2.0

y = 0.5872x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C12 : Plate 11 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C12 Sample Depth: 17.25 m

Sample Details

Sample No.: UDS6 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.73

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 30.8 degrees

2.5

2.0

y = 0.5972x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C12 : Plate 12 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C12 Sample Depth: 23.25 m

Sample Details

Sample No.: UDS8 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.78

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 32.3 degrees

2.5

2.0
y = 0.6315x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C12 : Plate 13 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C12 Sample Depth: 29.25 m

Sample Details

Sample No.: UDS10 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.82

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 32.8 degrees

2.5

2.0
y = 0.6436x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C12 : Plate 14 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C12 Initial moisture content : 6.4% Preconsolidation Pressure (PC) kg/cm : 0.70
Sample Details

Test Results
Sample Depth, m: 2.25 Final moisture content : 6.9% Overconsolidation Ratio (OCR): 1.6

Sample No. : UDS-1 Initial Void Ratio before test (eo): 0.61 Compression Index (Cc1) for p < pc: 0.014

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.40 Compression Index (Cc2) for p > pc: 0.169

1.00
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
0.90 (kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.25 - 0.5 7.1E-02
level less than preconsolidation
0.5 - 1.0 1.6E-02
9.4E-03 ........... pressure
0.80 1.0 - 2.0 CC2 = Compression Index for stress level
6.2E-03
2.0 - 4.0 greater than preconsolidation
2.9E-03
4.0 - 8.0 pressure
0.70

eo = 0.61
0.60
Void Ratio, e

0.50

Lab Curve
0.40
Pc = 0.76 kg/sqcm
Po = 0.38 kg/sqcm

0.30 Loading Curve

Unloading Curve
0.42 eo
Extrapolated Loading Curve
0.20 Unloading Points
Field Curve
Loading Points
0.10

0.00
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C12 : Plate 15 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C12 Initial moisture content : 7.6% Preconsolidation Pressure (PC) kg/cm : 2.70
Sample Details

Test Results
Sample Depth, m: 8.25 Final moisture content : 8.5% Overconsolidation Ratio (OCR): 1.7

Sample No. : UDS-3 Initial Void Ratio before test (eo): 0.60 Compression Index (Cc1) for p < pc: 0.013

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.39 Compression Index (Cc2) for p > pc: 0.179

1.00
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
0.90 (kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.25 - 0.5 6.0E-02
level less than preconsolidation
0.5 - 1.0 2.7E-02
8.1E-03 ........... pressure
0.80 1.0 - 2.0 CC2 = Compression Index for stress level
6.9E-03
2.0 - 4.0 greater than preconsolidation
2.8E-03
4.0 - 8.0 pressure
0.70

eo = 0.6
0.60
Void Ratio, e

0.50

0.40 Lab Curve

Pc = 2.7 kg/sqcm

Loading Curve
Po = 1.4 kg/sqcm

0.30
Unloading Curve
0.42 eo
Extrapolated Loading Curve
0.20 Unloading Points
Field Curve
Loading Points
0.10

0.00
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C12 : Plate 16 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C12 Initial moisture content : 12.3% Preconsolidation Pressure (PC) kg/cm : 5.50
Sample Details

Test Results
Sample Depth, m: 14.25 Final moisture content : 13.1% Overconsolidation Ratio (OCR): 2.2

Sample No. : UDS-5 Initial Void Ratio before test (eo): 0.55 Compression Index (Cc1) for p < pc: 0.013

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.33 Compression Index (Cc2) for p > pc: 0.165

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
0.80 2
(kg/cm )
2/
mv,(cm kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.25 - 0.5 7.5E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
8.9E-03 ........... pressure
0.70 1.0 - 2.0 CC2 = Compression Index for stress level
6.2E-03
2.0 - 4.0 greater than preconsolidation
3.7E-03
4.0 - 8.0 pressure

0.60

eo = 0.55
Void Ratio, e

0.50

0.40 Field Curve

Lab Curve

0.30
Loading Curve
Pc = 5.43 kg/sqcm
Po = 2.57 kg/sqcm

Unloading Curve
0.42 eo
Extrapolated Loading Curve
0.20
Unloading Points
Field Curve
Loading Points
0.10

0.00
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C12 : Plate 17 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C12 Initial moisture content : 12.8% Preconsolidation Pressure (PC) kg/cm : 8.10
Sample Details

Test Results
Sample Depth, m: 20.25 Final moisture content : 13.9% Overconsolidation Ratio (OCR): 2.1

Sample No. : UDS-7 Initial Void Ratio before test (eo): 0.56 Compression Index (Cc1) for p < pc: 0.015

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.35 Compression Index (Cc2) for p > pc: 0.210

0.90
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.80
CC1 = Compression Index for stress
0.25 - 0.5 6.9E-02
level less than preconsolidation
0.5 - 1.0 1.8E-02
9.1E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
0.70 6.0E-03
2.0 - 4.0 greater than preconsolidation
3.9E-03
4.0 - 8.0 pressure

0.60

eo = 0.56
Void Ratio, e

0.50

0.40 Field Curve

Lab Curve

0.30
Loading Curve
Pc = 7.72 kg/sqcm
Po = 3.75 kg/sqcm

Unloading Curve
0.42 eo
Extrapolated Loading Curve
0.20
Unloading Points
Field Curve
Loading Points
0.10

0.00
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C12 : Plate 18 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C12 Initial moisture content : 11% Preconsolidation Pressure (PC) kg/cm : 12.00
Sample Details

Test Results
Sample Depth, m: 26.25 Final moisture content : 11.8% Overconsolidation Ratio (OCR): 2.2

Sample No. : UDS-9 Initial Void Ratio before test (eo): 0.51 Compression Index (Cc1) for p < pc: 0.015

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.30 Compression Index (Cc2) for p > pc: 0.210

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
0.80 (kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.25 - 0.5 7.1E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
9.2E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
0.70 6.5E-03
2.0 - 4.0 greater than preconsolidation
3.4E-03
4.0 - 8.0 pressure

0.60
Void Ratio, e

eo = 0.51
0.50

0.40
Field Curve

Lab Curve
0.30
Loading Curve
Unloading Curve
Po = 5.04 kg/sqcm

Pc = 11.78 kg/sqcm

0.42 eo Extrapolated Loading Curve

0.20
Unloading Points
Field Curve
Loading Points
0.10

0.00
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C12 : Plate 19 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil-Water Extract Test Results

Sulphate Content Chloride Content

Borehole No. Depth, (m) pH Value
(SO3), % (Cl), %

BH-C12 16.5 0.08 0.01 8.1

Chemical Test Results

Consolidation Test Results

Preconsolidation Compression Index
Overconsolidation
Borehole No. Depth, (m) Pressure (PC)
Ratio (OCR) (Cc1) (Cc2)
kg/cm2:

2.25 0.70 1.60 0.014 0.169

8.25 2.70 1.70 0.013 0.179

BH-C12 14.25 5.50 2.20 0.013 0.165

20.25 8.10 2.10 0.015 0.210

26.25 12.00 2.20 0.015 0.254

Consolidation Test Results

Project No. 217033-C Appendix-C12 : Plate 20 of 20

 APPENDIX- BH-C13

Caption Plate
Soil Profiles 1 to 3
Standard Penetration Test Results 4
Plasticity Chart 5
Grain Size Analysis 6 to 9
Shear Test Results 10 to 14
Consolidation Test Results 15 to 19
Chemical Test Results 20
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C13)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 716478 E, 3156611 N Ground Water Depth : Not Met Casing Depth : 4.0 m

Survey Coordinates : Surface Elevation : Boring Start : 18-May-17

Chainage : Ground Water Level : Boring Finish : 19-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

0.00 1.00 DS1 #N/A Utility Pit 1.50 #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A
Very stiff brown sandy silt, low plastic
1.50 1.95 SPT1 16 23 0 27 56 17 28.1 17.9 10.2 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A
(CL)
2.25 2.55 UDS1 #N/A - very stiff, 1.5 to 9.0 m #N/A #N/A #N/A #N/A 25.6 16.3 9.3 1.62 1.51 7.0 #N/A #N/A #N/A #N/A #N/A

3.00 3.45 SPT2 21 25 - with gravel, 3.0 to 4.5 m 5 31 48 16 30.5 17.0 13.6 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

4.50 4.95 SPT3 23 25 - with traces of gravel, 4.5 to 10.5 m 1 44 44 11 23.8 15.9 8.0 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A

5.25 5.55 UDS2 #N/A #N/A #N/A #N/A #N/A 29.7 19.9 9.9 1.74 1.57 10.9 #N/A DS 0.5,1,1.5 0.0 28.7 UC 0.9

6.00 6.45 SPT4 25 24 1 14 75 10 25.6 15.5 10.1 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

7.50 7.95 SPT5 27 24 1 40 47 12 26.7 17.9 8.8 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

8.25 8.55 UDS3 #N/A #N/A #N/A #N/A #N/A 26.7 17.7 9.0 1.75 1.62 7.6 #N/A #N/A #N/A #N/A #N/A UC 1.1

9.00 9.45 SPT6 36 30 - hard, 9.0 to 11.0 m 3 22 56 19 26.2 19.1 7.1 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

10.50 10.95 SPT7 39 31 - with gravel, 10.5 to 11.0 m 12 25 53 10 26.7 17.5 9.2 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

11.25 11.55 UDS4 #N/A #N/A #N/A #N/A #N/A 28.3 17.4 10.9 1.87 1.58 18.5 #N/A DS 0.5,1,1.5 0.0 30.2 UC 1.3

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C13 : Plate 1 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C13)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 716478 E, 3156611 N Ground Water Depth : Not Met Casing Depth : 4.0 m

Survey Coordinates : Surface Elevation : Boring Start : 18-May-17

Chainage : Ground Water Level : Boring Finish : 19-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

12.00 12.45 SPT8 43 32 Hard brown sandy silt, low plastic (CL) 19 19 51 11 30.4 18.2 12.2 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

13.50 13.95 SPT9 45 32 - with gravel, 12.0 to 13.5 m 4 37 53 6 21.1 16.5 4.7 #N/A #N/A 2.62 #N/A #N/A #N/A #N/A

14.25 14.55 UDS5 #N/A - with traces of gravel, 13.5 to 18.0 m #N/A #N/A #N/A #N/A 26.8 19.0 7.8 1.85 1.69 9.9 #N/A #N/A #N/A #N/A #N/A

15.00 15.45 SPT10 50 34 1 38 50 11 28.9 21.9 7.0 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

16.50 16.95 SPT11 54 35 1 42 48 9 27.0 17.7 9.4 #N/A #N/A 2.63 #N/A #N/A #N/A #N/A

17.25 17.55 UDS6 #N/A #N/A #N/A #N/A #N/A 32.8 19.8 13.0 2.00 1.69 18.4 #N/A DS 1,2,3 0.0 30.8

18.00 18.45 SPT12 39 24 0 26 59 15 25.8 17.6 8.1 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

19.50 19.95 SPT13 46 27 - with traces of gravel, 19.5 to 23.0 m 1 22 59 18 22.5 19.2 3.3 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

20.25 20.55 UDS7 #N/A #N/A #N/A #N/A #N/A 27.1 17.4 9.7 1.80 1.62 11.5 #N/A #N/A #N/A #N/A #N/A UC 1.5

21.00 21.45 SPT14 64 36 3 22 61 14 30.8 17.1 13.7 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

22.50 22.95 SPT15 68 36 1 23 62 14 31.0 16.2 14.9 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

23.25 23.55 UDS8 #N/A #N/A #N/A #N/A #N/A 29.1 15.4 13.7 1.92 1.73 10.8 #N/A DS 1,2,3 0.0 31.2

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C13 : Plate 2 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C13)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 716478 E, 3156611 N Ground Water Depth : Not Met Casing Depth : 4.0 m

Survey Coordinates : Surface Elevation : Boring Start : 18-May-17

Chainage : Ground Water Level : Boring Finish : 19-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

24.00 24.45 SPT16 71 36 Hard brown sandy silt, low plastic (CL) 0 21 66 13 27.6 15.3 12.4 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

25.50 25.95 SPT17 74 36 0 17 67 16 30.1 17.5 12.7 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

26.25 26.55 UDS9 #N/A #N/A #N/A #N/A #N/A 27.2 15.1 12.2 2.33 2.08 12.2 #N/A #N/A #N/A #N/A #N/A UC 1.8

27.00 27.45 SPT18 90 42 - with traces of gravel, 27.0 to 30.45 m 1 20 64 15 27.3 15.3 12.0 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

28.50 28.95 SPT19 93 43 2 19 64 15 27.0 16.0 11.0 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

29.25 29.55 UDS10 #N/A #N/A #N/A #N/A #N/A 27.2 15.5 11.7 1.81 1.52 19.1 #N/A DS 1,2,3 0.0 32.1

30.00 30.45 SPT20 102 47 30.45 2 15 69 14 27.9 15.9 12.0 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C13 : Plate 3 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Standard Penetration Test

IS : 2131-1981, RA-2007

Borehole Details

SPT Symbol Borehole Number Section

Field
BH-C13 Saket to Tughlakabad
Corrected

Field (N) & Corrected (N') SPT Value

0 20 40 60 80 100
0.0

4.0

8.0

12.0
Depth, m

16.0

20.0

24.0

28.0

102

32.0

Field & Corrected SPT Values vs. Depth

Project No. 217033-C Appendix-C13 : Plate 4 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Atterberg Test
IS : 2720 (Part-5)-1985, RA-2010

60

A-Line : 0.73(LL-20)
50

CH
CI

40
L I Q U I D L I M I T, WL
Plasticity Index, Ip (%)

30

CL

20
A Line BH-C13
MH or OH

10
MI or OI
CL-ML ML or
ML OL
0
0 10 20 30 40 50 60 70 80 90 100
Liquid Limit, (%)

Plasticity Chart
Project No. 217033-C Appendix-C13 : Plate 5 of 20
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C13 1.50 Sandy silt (CL) 0 27 56 17 0.044 0.009

BH-C13 3.00 Sandy silt with gravel (CL) 5 31 48 16 0.061 0.007

Sandy silt with traces of gravel

BH-C13 4.50 1 44 44 11 0.105 0.019
(CL)
Sandy silt with traces of gravel
BH-C13 6.00 1 14 75 10 0.018 0.010 0.002 9.0 2.78
(CL)
Sandy silt with traces of gravel
BH-C13 7.50 1 40 47 12 0.096 0.017
(CL)
Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30 Borehole No: C13 , Depth: 1.5 m

Borehole No: C13 , Depth: 3 m

20 Borehole No: C13 , Depth: 4.5 m

Borehole No: C13 , Depth: 6 m

10 Borehole No: C13 , Depth: 7.5 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C13 : Plate 6 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

Sandy silt with traces of gravel

BH-C13 9.00 3 22 56 19 0.033 0.005
(CL)

BH-C13 10.50 Sandy silt with gravel (CL) 12 25 53 10 0.071 0.025 0.002 35.5 4.40

BH-C13 12.00 Sandy silt with gravel (CL) 19 19 51 11 0.073 0.017

Sandy silt with traces of gravel

BH-C13 13.50 4 37 53 6 0.092 0.013 0.004 23.0 0.46
(CL)
Sandy silt with traces of gravel
BH-C13 15.00 1 38 50 11 0.072 0.020
(CL)
Hydrometer Analysis Sieve Analysis

SAND GRAVEL
CLAY SILT
FINE MEDIUM COARSE FINE COARSE

100

90

80

70
% Finer by Weight

60

50

40

30 Borehole No: C13 , Depth: 9 m

Borehole No: C13 , Depth: 10.5 m

20 Borehole No: C13 , Depth: 12 m

Borehole No: C13 , Depth: 13.5 m

10 Borehole No: C13 , Depth: 15 m

0
0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C13 : Plate 7 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

Sandy silt with traces of gravel

BH-C13 16.50 1 42 48 9 0.140 0.021 0.002 70.0 1.58
(CL)

BH-C13 18.00 Sandy silt (CL) 0 26 59 15 0.053 0.010

Sandy silt with traces of gravel

BH-C13 19.50 1 22 59 18 0.035 0.006
(CL)
Sandy silt with traces of gravel
BH-C13 21.00 3 22 61 14 0.034 0.007
(CL)
Sandy silt with traces of gravel
BH-C13 22.50 1 23 62 14 0.031 0.007
(CL)
Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C13 , Depth: 16.5 m

20 Borehole No: C13 , Depth: 18 m

Borehole No: C13 , Depth: 19.5 m

10 Borehole No: C13 , Depth: 21 m

Borehole No: C13 , Depth: 22.5 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C13 : Plate 8 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C13 24.00 Sandy silt (CL) 0 21 66 13 0.030 0.007

BH-C13 25.50 Sandy silt (CL) 0 17 67 16 0.023 0.006

Sandy silt with traces of gravel

BH-C13 27.00 1 20 64 15 0.026 0.006
(CL)
Sandy silt with traces of gravel
BH-C13 28.50 2 19 64 15 0.026 0.006
(CL)
Sandy silt with traces of gravel
BH-C13 30.00 2 15 69 14 0.026 0.007
(CL)
Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C13 , Depth: 24 m

Borehole No: C13 , Depth: 25.5 m

20
Borehole No: C13 , Depth: 27 m

Borehole No: C13 , Depth: 28.5 m

10
Borehole No: C13 , Depth: 30 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C13 : Plate 9 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C13 Sample Depth: 5.25 m

Sample Details

Sample No.: UDS2 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.57

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 28.7 degrees

2.5

2.0

y = 0.5469x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C13 : Plate 10 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C13 Sample Depth: 11.25 m

Sample Details

Sample No.: UDS4 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.58

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 30.2 degrees

2.5

2.0

y = 0.5811x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C13 : Plate 11 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C13 Sample Depth: 17.25 m

Sample Details

Sample No.: UDS6 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.69

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 30.8 degrees

2.5

2.0

y = 0.5972x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C13 : Plate 12 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C13 Sample Depth: 23.25 m

Sample Details

Sample No.: UDS8 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.73

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 31.2 degrees

2.5

2.0

y = 0.6053x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C13 : Plate 13 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C13 Sample Depth: 29.25 m

Sample Details

Sample No.: UDS10 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.52

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 32.1 degrees

2.5

2.0
y = 0.6274x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C13 : Plate 14 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C13 Initial moisture content : 7% Preconsolidation Pressure (PC) kg/cm : 0.50
Sample Details

Test Results
Sample Depth, m: 2.25 Final moisture content : 7.8% Overconsolidation Ratio (OCR): 1.3

Sample No. : UDS-1 Initial Void Ratio before test (eo): 0.77 Compression Index (Cc1) for p < pc: 0.013

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.54 Compression Index (Cc2) for p > pc: 1.650

1.10
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
2 2/
(kg/cm ) mv,(cm kg) Pc = Preconsolidation Pressure
1.00
CC1 = Compression Index for stress
0.25 - 0.5 7.1E-02
level less than preconsolidation
0.5 - 1.0 1.6E-02
9.4E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
0.90 6.2E-03
2.0 - 4.0 greater than preconsolidation
2.9E-03
4.0 - 8.0 pressure

0.80
eo = 0.77
Void Ratio, e

0.70

0.60
Lab Curve

0.50
Loading Curve
Unloading Curve
Pc = 0.4 kg/sqcm

Po = 0.38 kg/sqcm

Extrapolated Loading Curve

0.40
Unloading Points
Field Curve
0.42 eo Loading Points
0.30

0.20
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C13 : Plate 15 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C13 Initial moisture content : 7.6% Preconsolidation Pressure (PC) kg/cm : 1.40
Sample Details

Test Results
Sample Depth, m: 8.25 Final moisture content : 8.5% Overconsolidation Ratio (OCR): 1.0

Sample No. : UDS-3 Initial Void Ratio before test (eo): 0.65 Compression Index (Cc1) for p < pc: 0.010

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.42 Compression Index (Cc2) for p > pc: 0.194

1.10

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
1.00 (kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.25 - 0.5 7.5E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
0.90 8.9E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.2E-03
2.0 - 4.0 greater than preconsolidation
3.7E-03
4.0 - 8.0 pressure
0.80

0.70
Void Ratio, e

eo = 0.65

0.60

0.50
Field Curve
Lab Curve

0.40 Loading Curve

Unloading Curve
Pc = 1.4 kg/sqcm

Extrapolated Loading Curve

Po = 1.4 kg/sqcm

0.30 Unloading Points

0.42 eo Field Curve
Loading Points
0.20

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C13 : Plate 16 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C13 Initial moisture content : 9.9% Preconsolidation Pressure (PC) kg/cm : 5.10
Sample Details

Test Results
Sample Depth, m: 14.25 Final moisture content : 11% Overconsolidation Ratio (OCR): 2.0

Sample No. : UDS-5 Initial Void Ratio before test (eo): 0.59 Compression Index (Cc1) for p < pc: 0.017

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.36 Compression Index (Cc2) for p > pc: 0.291

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
2 2/
0.80 (kg/cm ) mv,(cm kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.25 - 0.5 7.5E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
8.9E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.2E-03
0.70 2.0 - 4.0 greater than preconsolidation
3.7E-03
4.0 - 8.0 pressure

0.60
eo = 0.59
Void Ratio, e

0.50

0.40 Field Curve

Lab Curve

Loading Curve
Unloading Curve
0.30
Extrapolated Loading Curve
Pc = 5.42 kg/sqcm
Po = 2.57 kg/sqcm

Unloading Points
0.42 eo
Field Curve

0.20 Loading Points

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C13 : Plate 17 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C13 Initial moisture content : 11.5% Preconsolidation Pressure (PC) kg/cm : 8.50
Sample Details

Test Results
Sample Depth, m: 20.25 Final moisture content : 13% Overconsolidation Ratio (OCR): 2.3

Sample No. : UDS-7 Initial Void Ratio before test (eo): 0.65 Compression Index (Cc1) for p < pc: 0.016

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.43 Compression Index (Cc2) for p > pc: 0.357

0.90
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.80 0.25 - 0.5 6.9E-02
level less than preconsolidation
0.5 - 1.0 1.8E-02
9.1E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.0E-03
2.0 - 4.0 greater than preconsolidation
3.9E-03
4.0 - 8.0 pressure
0.70

eo = 0.65

0.60
Void Ratio, e

0.50

Lab Curve

Loading Curve Field Curve

0.40
Unloading Curve
Extrapolated Loading Curve
Unloading Points
Pc = 8.4 kg/sqcm
Po = 3.75 kg/sqcm

Field Curve
0.30 Loading Points
0.42 eo

0.20
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C13 : Plate 18 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C13 Initial moisture content : 12.2% Preconsolidation Pressure (PC) kg/cm : 10.00
Sample Details

Test Results
Sample Depth, m: 26.25 Final moisture content : 13.1% Overconsolidation Ratio (OCR): 2.0

Sample No. : UDS-9 Initial Void Ratio before test (eo): 0.43 Compression Index (Cc1) for p < pc: 0.013

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.23 Compression Index (Cc2) for p > pc: 0.385

0.60
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.25 - 0.5 7.1E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
9.2E-03 ........... pressure
0.50 1.0 - 2.0 CC2 = Compression Index for stress level
6.5E-03
2.0 - 4.0 greater than preconsolidation
3.4E-03
4.0 - 8.0 pressure

eo = 0.43

0.40
Void Ratio, e

0.30

Field Curve

Loading Curve
Lab Curve
Unloading Curve
Extrapolated Loading Curve
0.20 Unloading Points
Field Curve
0.42 eo
Loading Points
Pc = 9.91 kg/sqcm
Po = 5.04 kg/sqcm

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C13 : Plate 19 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil-Water Extract Test Results

Sulphate Content Chloride Content

Borehole No. Depth, (m) pH Value
(SO3), % (Cl), %

BH-C13 16.5 0.09 0.02 7.8

Chemical Test Results

Consolidation Test Results

Preconsolidation Compression Index
Overconsolidation
Borehole No. Depth, (m) Pressure (PC)
Ratio (OCR) (Cc1) (Cc2)
kg/cm2:

2.25 0.50 1.30 0.013 0.165

8.25 1.40 1.00 0.010 0.194

BH-C13 14.25 5.10 2.00 0.017 0.291

20.25 8.50 2.30 0.016 0.357

26.25 10.00 2.00 0.013 0.385

Consolidation Test Results

Project No. 217033-C Appendix-C13 : Plate 20 of 20

 APPENDIX- BH-C14

Caption Plate
Soil Profiles 1 to 3
Standard Penetration Test Results 4
Plasticity Chart 5
Grain Size Analysis 6 to 9
Shear Test Results 10 to 14
Consolidation Test Results 15 to 19
Chemical Test Results 20
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C14)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 716563 E, 3156611 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 21-May-17

Chainage : Ground Water Level : Boring Finish : 22-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

0.00 1.00 DS1 #N/A Utility Pit 1.50 #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A
Very stiff to hard brown sandy silt, low
1.50 1.95 SPT1 27 39 0 20 67 13 29.3 18.3 11.0 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A
plastic (CL)
2.25 2.55 UDS1 #N/A - very stiff, 1.5 to 3.0 m #N/A #N/A #N/A #N/A 28.5 19.2 9.3 1.74 1.55 12.1 #N/A #N/A #N/A #N/A #N/A UC 0.8

3.00 3.45 SPT2 34 41 - hard, 3.0 to 11.5 m 2 34 52 12 30.0 19.0 11.0 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A

4.50 4.95 SPT3 39 42 - with traces of gravel, 3.0 to 5.0 m 2 35 51 12 29.6 18.8 10.8 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

5.25 5.55 UDS2 #N/A #N/A #N/A #N/A #N/A 30.0 18.9 11.1 1.76 1.64 8.8 #N/A DS 0.5,1,1.5 0.0 29.8

6.00 6.45 SPT4 68 67 - intermixed with gravel, 6.0 to 7.5 m 35 13 41 11 28.6 18.6 10.0 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

7.50 7.95 SPT5 73 66 - with gravel, 7.5 to 8.0 m 18 18 52 12 29.6 19.0 10.5 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

8.25 8.55 UDS3 #N/A #N/A #N/A #N/A #N/A 30.3 19.2 11.0 1.85 1.69 9.7 #N/A #N/A #N/A #N/A #N/A UC 0.9

9.00 9.45 SPT6 58 49 - with traces of gravel, 9.0 to 11.0 m 1 21 62 16 31.0 19.1 11.9 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A

10.50 10.95 SPT7 59 47 3 18 64 15 31.1 19.6 11.6 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

11.25 11.55 UDS4 #N/A #N/A #N/A #N/A #N/A 31.0 19.3 11.6 1.88 1.70 10.4 #N/A DS 0.5,1,1.5 0.0 30.2

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C14 : Plate 1 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C14)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 716563 E, 3156611 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 21-May-17

Chainage : Ground Water Level : Boring Finish : 22-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

12.00 12.45 SPT8 70 52 Hard brown sandy silt, low plastic (CL) 5 27 54 14 30.6 19.6 11.0 #N/A #N/A 2.63 #N/A #N/A #N/A #N/A

13.50 13.95 SPT9 71 50 - with gravel, 12.0 to 13.5 m 1 30 56 13 31.0 20.1 10.9 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

14.25 14.55 UDS5 #N/A - with traces of gravel, 13.5 to 14.0 m #N/A #N/A #N/A #N/A 31.3 20.9 10.4 1.88 1.71 9.8 #N/A #N/A #N/A #N/A #N/A

15.00 15.45 SPT10 50 34 0 19 66 15 30.8 20.6 10.2 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

16.50 16.95 SPT11 51 51 - with traces of gravel, 16.5 to 19.5 m 1 18 67 14 35.0 20.1 14.9 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

17.25 17.55 UDS6 #N/A #N/A #N/A #N/A #N/A 34.1 20.0 14.1 1.84 1.70 10.1 #N/A DS 1,2,3 0.0 30.9 UC 1.1

18.00 18.45 SPT12 48 29 3 18 63 16 33.9 19.6 14.3 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

19.50 19.95 SPT13 47 28 - with gravel, 19.5 to 20.0 m 13 21 54 12 33.8 20.1 13.7 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

20.25 20.55 UDS7 #N/A #N/A #N/A #N/A #N/A 34.0 20.4 13.6 1.88 1.69 10.6 #N/A #N/A #N/A #N/A #N/A

21.00 21.45 SPT14 61 34 - with traces of gravel, 21.0 to 23.0 m 2 18 67 13 34.3 20.0 14.3 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

22.50 22.95 SPT15 61 33 4 15 67 14 33.1 20.0 13.1 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

23.25 23.55 UDS8 #N/A #N/A #N/A #N/A #N/A 32.0 19.9 12.1 1.94 1.73 12.4 #N/A DS 1,2,3 0.0 31.7 UC 1.2

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C14 : Plate 2 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C14)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 716563 E, 3156611 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 21-May-17

Chainage : Ground Water Level : Boring Finish : 22-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

24.00 24.45 SPT16 50 26 Hard brown sandy silt, low plastic (CL) 0 15 73 12 32.9 20.2 12.7 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A

25.50 25.95 SPT17 56 28 - with traces of gravel, 25.5 to 30.45 m 1 18 67 14 34.3 23.2 11.0 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A

26.25 26.55 UDS9 #N/A #N/A #N/A #N/A #N/A 32.5 21.4 11.1 1.99 1.80 10.7 #N/A #N/A #N/A #N/A #N/A UC 1.4

27.00 27.45 SPT18 63 30 1 18 67 14 33.3 24.1 9.1 #N/A #N/A 2.63 #N/A #N/A #N/A #N/A

28.50 28.95 SPT19 67 31 1 13 68 18 34.0 23.2 10.8 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

29.25 29.55 UDS10 #N/A #N/A #N/A #N/A #N/A 33.5 23.1 10.4 2.10 1.85 13.3 #N/A DS 1,2,3 0.0 31.9

30.00 30.45 SPT20 76 35 30.45 1 14 73 12 33.3 23.3 10.0 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C14 : Plate 3 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Standard Penetration Test

IS : 2131-1981, RA-2007

Borehole Details

SPT Symbol Borehole Number Section

Field
BH-C14 Saket to Tughlakabad
Corrected

Field (N) & Corrected (N') SPT Value

0 20 40 60 80 100
0.0

4.0

8.0

12.0
Depth, m

16.0

20.0

24.0

28.0

32.0

Field & Corrected SPT Values vs. Depth

Project No. 217033-C Appendix-C14 : Plate 4 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Atterberg Test
IS : 2720 (Part-5)-1985, RA-2010

60

A-Line : 0.73(LL-20)
50

CH
CI

40
L I Q U I D L I M I T, WL
Plasticity Index, Ip (%)

30

CL

20
A Line BH-C14
MH or OH

10
MI or OI
CL-ML ML or
ML OL
0
0 10 20 30 40 50 60 70 80 90 100
Liquid Limit, (%)

Plasticity Chart
Project No. 217033-C Appendix-C14 : Plate 5 of 20
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C14 1.50 Sandy silt (CL) 0 20 67 13 0.047 0.008

Sandy silt with traces of gravel
BH-C14 3.00 2 34 52 12 0.066 0.015
(CL)
Sandy silt with traces of gravel
BH-C14 4.50 2 35 51 12 0.070 0.015
(CL)
Sandy silt intermixed with
BH-C14 6.00 35 13 41 11 1.375 0.024
gravel (CL)

BH-C14 7.50 Sandy silt with gravel (CL) 18 18 52 12 0.069 0.015

Hydrometer Analysis Sieve Analysis

SAND GRAVEL
CLAY SILT
FINE MEDIUM COARSE FINE COARSE

100

90

80

70
% Finer by Weight

60

50

40

30 Borehole No: C14 , Depth: 1.5 m

Borehole No: C14 , Depth: 3 m

20 Borehole No: C14 , Depth: 4.5 m

Borehole No: C14 , Depth: 6 m

10 Borehole No: C14 , Depth: 7.5 m

0
0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C14 : Plate 6 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

Sandy silt with traces of gravel

BH-C14 9.00 1 21 62 16 0.038 0.008
(CL)
Sandy silt with traces of gravel
BH-C14 10.50 3 18 64 15 0.046 0.007
(CL)

BH-C14 12.00 Sandy silt with gravel (CL) 5 27 54 14 0.061 0.017

Sandy silt with traces of gravel

BH-C14 13.50 1 30 56 13 0.060 0.012
(CL)

BH-C14 15.00 Sandy silt (CL) 0 19 66 15 0.037 0.009

Hydrometer Analysis Sieve Analysis

SAND GRAVEL
CLAY SILT
FINE MEDIUM COARSE FINE COARSE

100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C14 , Depth: 9 m

Borehole No: C14 , Depth: 10.5 m

20
Borehole No: C14 , Depth: 12 m

Borehole No: C14 , Depth: 13.5 m

10
Borehole No: C14 , Depth: 15 m

0
0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C14 : Plate 7 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

Sandy silt with traces of gravel

BH-C14 16.50 1 18 67 14 0.042 0.013
(CL)
Sandy silt with traces of gravel
BH-C14 18.00 3 18 63 16 0.047 0.012
(CL)

BH-C14 19.50 Sandy silt with gravel (CL) 13 21 54 12 0.065 0.019

Sandy silt with traces of gravel

BH-C14 21.00 2 18 67 13 0.048 0.008
(CL)
Sandy silt with traces of gravel
BH-C14 22.50 4 15 67 14 0.047 0.013
(CL)
Hydrometer Analysis Sieve Analysis

SAND GRAVEL
CLAY SILT
FINE MEDIUM COARSE FINE COARSE

100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C14 , Depth: 16.5 m

20 Borehole No: C14 , Depth: 18 m

Borehole No: C14 , Depth: 19.5 m

10 Borehole No: C14 , Depth: 21 m

Borehole No: C14 , Depth: 22.5 m

0
0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C14 : Plate 8 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C14 24.00 Sandy silt (CL) 0 15 73 12 0.040 0.013

Sandy silt with traces of gravel
BH-C14 25.50 1 18 67 14 0.046 0.013
(CL)
Sandy silt with traces of gravel
BH-C14 27.00 1 18 67 14 0.046 0.008
(CL)
Sandy silt with traces of gravel
BH-C14 28.50 1 13 68 18 0.030 0.009
(CL)
Sandy silt with traces of gravel
BH-C14 30.00 1 14 73 12 0.040 0.013
(CL)
Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C14 , Depth: 24 m

Borehole No: C14 , Depth: 25.5 m

20
Borehole No: C14 , Depth: 27 m

Borehole No: C14 , Depth: 28.5 m

10
Borehole No: C14 , Depth: 30 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C14 : Plate 9 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C14 Sample Depth: 5.25 m

Sample Details

Sample No.: UDS2 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.64

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 29.8 degrees

2.5

2.0

y = 0.5731x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C14 : Plate 10 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C14 Sample Depth: 11.25 m

Sample Details

Sample No.: UDS4 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.70

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 30.2 degrees

2.5

2.0

y = 0.5811x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C14 : Plate 11 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C14 Sample Depth: 17.25 m

Sample Details

Sample No.: UDS6 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.70

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 30.9 degrees

2.5

2.0

y = 0.5993x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C14 : Plate 12 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C14 Sample Depth: 23.25 m

Sample Details

Sample No.: UDS8 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.73

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 31.7 degrees

2.5

2.0
y = 0.6174x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C14 : Plate 13 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C14 Sample Depth: 29.25 m

Sample Details

Sample No.: UDS10 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.85

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 31.9 degrees

2.5

2.0
y = 0.6234x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C14 : Plate 14 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C14 Initial moisture content : 12.1% Preconsolidation Pressure (PC) kg/cm : 0.70
Sample Details

Test Results
Sample Depth, m: 2.25 Final moisture content : 12.6% Overconsolidation Ratio (OCR): 1.3

Sample No. : UDS-1 Initial Void Ratio before test (eo): 0.73 Compression Index (Cc1) for p < pc: 0.019

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.50 Compression Index (Cc2) for p > pc: 0.144

1.00
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.90 CC1 = Compression Index for stress
0.25 - 0.5 7.1E-02
level less than preconsolidation
0.5 - 1.0 1.6E-02
9.4E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.2E-03
2.0 - 4.0 greater than preconsolidation
0.80 2.9E-03
4.0 - 8.0 pressure

eo = 0.73

0.70
Void Ratio, e

0.60

Lab Curve
0.50

Loading Curve
Unloading Curve
0.40
Extrapolated Loading Curve
Pc = 0.7 kg/sqcm
Po = 0.38 kg/sqcm

Unloading Points
Field Curve
0.42 eo
0.30 Loading Points

0.20
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C14 : Plate 15 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C14 Initial moisture content : 9.7% Preconsolidation Pressure (PC) kg/cm : 2.70
Sample Details

Test Results
Sample Depth, m: 8.25 Final moisture content : 10.7% Overconsolidation Ratio (OCR): 1.6

Sample No. : UDS-3 Initial Void Ratio before test (eo): 0.59 Compression Index (Cc1) for p < pc: 0.018

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.37 Compression Index (Cc2) for p > pc: 0.149

0.90
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.80 CC1 = Compression Index for stress
0.25 - 0.5 6.0E-02
level less than preconsolidation
0.5 - 1.0 2.7E-02
8.1E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.9E-03
2.0 - 4.0 greater than preconsolidation
0.70 2.8E-03
4.0 - 8.0 pressure

0.60
eo = 0.59
Void Ratio, e

0.50

0.40
Lab Curve

Loading Curve
Unloading Curve
0.30
Extrapolated Loading Curve
Pc = 2.51 kg/sqcm
Po = 1.4 kg/sqcm

Unloading Points
0.42 eo
Field Curve

0.20 Loading Points

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C14 : Plate 16 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C14 Initial moisture content : 9.8% Preconsolidation Pressure (PC) kg/cm : 5.50
Sample Details

Test Results
Sample Depth, m: 14.25 Final moisture content : 10.5% Overconsolidation Ratio (OCR): 1.6

Sample No. : UDS-5 Initial Void Ratio before test (eo): 0.57 Compression Index (Cc1) for p < pc: 0.016

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.35 Compression Index (Cc2) for p > pc: 0.190

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
2 2/
0.80 (kg/cm ) mv,(cm kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.25 - 0.5 7.5E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
8.9E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.2E-03
0.70 2.0 - 4.0 greater than preconsolidation
3.7E-03
4.0 - 8.0 pressure

0.60
eo = 0.57
Void Ratio, e

0.50

0.40
Field Curve
Lab Curve
Loading Curve
Unloading Curve
0.30
Extrapolated Loading Curve
Pc = 5.27 kg/sqcm
Po = 2.57 kg/sqcm

Unloading Points
0.42 eo Field Curve

0.20 Loading Points

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C14 : Plate 17 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C14 Initial moisture content : 10.6% Preconsolidation Pressure (PC) kg/cm : 8.10
Sample Details

Test Results
Sample Depth, m: 20.25 Final moisture content : 11.3% Overconsolidation Ratio (OCR): 1.7

Sample No. : UDS-7 Initial Void Ratio before test (eo): 0.59 Compression Index (Cc1) for p < pc: 0.017

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.37 Compression Index (Cc2) for p > pc: 0.224

0.90
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.80 CC1 = Compression Index for stress
0.25 - 0.5 6.9E-02
level less than preconsolidation
0.5 - 1.0 1.8E-02
9.1E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.0E-03
2.0 - 4.0 greater than preconsolidation
0.70 3.9E-03
4.0 - 8.0 pressure

0.60
eo = 0.59
Void Ratio, e

0.50

0.40 Field Curve

Lab Curve

Loading Curve
Unloading Curve
0.30
Extrapolated Loading Curve
Pc = 8.43 kg/sqcm
Po = 3.75 kg/sqcm

Unloading Points
0.42 eo
Field Curve

0.20 Loading Points

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C14 : Plate 18 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C14 Initial moisture content : 10.7% Preconsolidation Pressure (PC) kg/cm : 12.00
Sample Details

Test Results
Sample Depth, m: 26.25 Final moisture content : 11.9% Overconsolidation Ratio (OCR): 2.0

Sample No. : UDS-9 Initial Void Ratio before test (eo): 0.49 Compression Index (Cc1) for p < pc: 0.014

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.28 Compression Index (Cc2) for p > pc: 0.213

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
0.80 (kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.25 - 0.5 7.1E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
9.2E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
0.70 6.5E-03
2.0 - 4.0 greater than preconsolidation
3.4E-03
4.0 - 8.0 pressure

0.60
Void Ratio, e

0.50
eo = 0.49

0.40
Field Curve

0.30 Lab Curve

Loading Curve
Unloading Curve
Pc = 12.37 kg/sqcm
Po = 5.04 kg/sqcm

0.42 eo
Extrapolated Loading Curve
0.20
Unloading Points
Field Curve
Loading Points
0.10

0.00
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C14 : Plate 19 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil-Water Extract Test Results

Sulphate Content Chloride Content

Borehole No. Depth, (m) pH Value
(SO3), % (Cl), %

BH-C14 16.5 0.09 0.02 7.9

Chemical Test Results

Consolidation Test Results

Preconsolidation Compression Index
Overconsolidation
Borehole No. Depth, (m) Pressure (PC)
Ratio (OCR) (Cc1) (Cc2)
kg/cm2:

2.25 0.70 1.30 0.019 0.144

8.25 2.70 1.60 0.018 0.149

BH-C14 14.25 5.50 1.60 0.016 0.190

20.25 8.10 1.70 0.017 0.224

26.25 12.00 2.00 0.014 0.213

Consolidation Test Results

Project No. 217033-C Appendix-C14 : Plate 20 of 20

 APPENDIX- BH-C15

Caption Plate
Soil Profiles 1 to 3
Standard Penetration Test Results 4
Plasticity Chart 5
Grain Size Analysis 6 to 9
Shear Test Results 10 to 13
Consolidation Test Results 14 to 18
Chemical Test Results 19
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C15)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 716837 E, 3156594 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 21-May-17

Chainage : Ground Water Level : Boring Finish : 22-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

0.00 1.00 DS1 #N/A Utility Pit 1.50 #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A
Stiff to hard brown sandy silt, low plastic
1.50 1.95 SPT1 19 27 0 26 61 13 32.7 23.0 9.7 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A
(CL)
2.25 2.55 UDS1 #N/A - very stiff, 1.5 to 4.5 m #N/A #N/A #N/A #N/A 32.9 22.2 10.6 1.79 1.59 12.5 #N/A #N/A #N/A #N/A #N/A

3.00 3.45 SPT2 16 19 0 21 66 13 32.4 23.5 8.9 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

4.50 4.95 SPT3 14 15 - stiff, 4.5 to 6.0 m 0 21 68 11 32.9 24.1 8.7 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

5.25 5.55 UDS2 #N/A #N/A #N/A #N/A #N/A 32.4 21.2 11.2 1.80 1.67 7.6 #N/A DS 0.5,1,1.5 0.0 30.2 UC 0.6

6.00 6.45 SPT4 20 20 - very stiff, 6.0 to 9.0 m 0 23 61 16 33.3 23.3 10.0 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

7.50 7.95 SPT5 23 21 1 26 61 12 32.5 21.4 11.1 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A

8.25 8.55 UDS3 #N/A #N/A #N/A #N/A #N/A 31.9 22.3 9.6 1.85 1.69 9.9 #N/A #N/A #N/A #N/A #N/A

9.00 9.45 SPT6 58 49 - hard, 9.0 to 11.5 m 4 19 63 14 32.1 21.5 10.6 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A

10.50 10.95 SPT7 47 47 25 13 52 10 35.4 19.9 15.5 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

11.25 11.55 UDS4 #N/A #N/A #N/A #N/A #N/A 33.2 19.4 13.7 1.87 1.77 5.8 #N/A DS 0.5,1,1.5 0.0 30.3 UC 0.7

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C15 : Plate 1 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C15)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 716837 E, 3156594 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 21-May-17

Chainage : Ground Water Level : Boring Finish : 22-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

Very stiff to hard brown sandy silt, low

12.00 12.45 SPT8 27 20 9 18 61 12 34.9 20.2 14.6 #N/A #N/A 2.63 #N/A #N/A #N/A #N/A
plastic (CL)
13.50 13.95 SPT9 39 28 - very stiff, 12.0 to 13.5 m 4 18 63 15 31.6 20.1 11.4 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

14.25 14.55 UDS5 #N/A - hard, 13.5 to 23.5 m #N/A #N/A #N/A #N/A 32.6 20.6 12.0 1.97 1.76 11.6 #N/A #N/A #N/A #N/A #N/A UC 0.7

15.00 15.45 SPT10 38 26 - with gravel, 12.0 to 13.5 m 3 26 62 9 32.0 20.1 11.9 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

16.50 16.95 SPT11 42 27 - with traces of gravel, 13.5 to 23.0 m 1 22 64 13 33.9 20.0 13.9 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

17.25 17.55 UDS6 #N/A #N/A #N/A #N/A #N/A 34.1 20.6 13.6 2.01 1.83 10.1 #N/A DS 1,2,3 0.0 31.2

18.00 18.45 SPT12 42 26 3 23 62 12 32.6 21.0 11.6 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A

19.50 19.95 SPT13 44 26 1 24 64 11 34.9 21.2 13.7 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

20.25 20.55 UDS7 #N/A #N/A #N/A #N/A #N/A 32.5 20.4 12.1 2.05 1.83 12.3 #N/A #N/A #N/A #N/A #N/A UC 1.0

21.00 21.45 SPT14 48 27 1 24 61 14 34.3 20.6 13.7 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

22.50 22.95 SPT15 60 32 2 22 65 11 32.8 20.5 12.4 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

23.25 23.55 DS2 #N/A #N/A #N/A #N/A #N/A 33.4 21.6 11.9 #N/A #N/A #N/A

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C15 : Plate 2 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C15)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 716837 E, 3156594 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 21-May-17

Chainage : Ground Water Level : Boring Finish : 22-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

24.00 24.45 SPT16 75 38 Hard browns sandy silt, low plastic (CL) 42 21 30 7 31.6 20.9 10.7 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

25.50 25.95 SPT17 78 38 - intermixed with gravel, 24.0 to 25.5 m 6 31 53 10 32.9 20.7 12.2 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

26.25 26.55 UDS8 #N/A - with gravel, 25.5 to 26.0 m #N/A #N/A #N/A #N/A 32.5 21.1 11.4 1.97 1.77 11.1 #N/A #N/A #N/A #N/A #N/A UC 1.3
100/ 100/
27.00 27.30 SPT18 0 42 47 11 34.6 21.7 12.9 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A
15cm 15cm
28.50 28.95 SPT19 98 45 - with traces of gravel, 28.5 to 30.45 m 1 21 65 13 34.1 20.8 13.3 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

29.25 29.55 UDS9 #N/A #N/A #N/A #N/A #N/A ### #N/A 2.05 1.81 13.2 #N/A DS 1,2,3 0.0 32.4

30.00 30.45 SPT20 85 39 30.45 1 16 71 12 35.0 21.4 13.5 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C15 : Plate 3 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Standard Penetration Test

IS : 2131-1981, RA-2007

Borehole Details

SPT Symbol Borehole Number Section

Field
BH-C15 Saket to Tughlakabad
Corrected

Field (N) & Corrected (N') SPT Value

0 20 40 60 80 100
0.0

4.0

8.0

12.0
Depth, m

16.0

20.0

24.0

100/15cm

28.0

32.0

Field & Corrected SPT Values vs. Depth

Project No. 217033-C Appendix-C15 : Plate 4 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Atterberg Test
IS : 2720 (Part-5)-1985, RA-2010

60

A-Line : 0.73(LL-20)
50

CH
CI

40
L I Q U I D L I M I T, WL
Plasticity Index, Ip (%)

30

CL

20
A Line BH-C15
MH or OH

10
MI or OI
CL-ML ML or
ML OL
0
0 10 20 30 40 50 60 70 80 90 100
Liquid Limit, (%)

Plasticity Chart
Project No. 217033-C Appendix-C15 : Plate 5 of 19
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C15 1.50 Sandy silt (CL) 0 26 61 13 0.054 0.016

BH-C15 3.00 Sandy silt (CL) 0 21 66 13 0.048 0.009

BH-C15 4.50 Sandy silt (CL) 0 21 68 11 0.048 0.016

BH-C15 6.00 Sandy silt (CL) 0 23 61 16 0.044 0.013

Sandy silt with traces of gravel

BH-C15 7.50 1 26 61 12 0.053 0.017
(CL)
Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C15 , Depth: 1.5 m

Borehole No: C15 , Depth: 3 m

20
Borehole No: C15 , Depth: 4.5 m

Borehole No: C15 , Depth: 6 m

10
Borehole No: C15 , Depth: 7.5 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C15 : Plate 6 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

Sandy silt with traces of gravel

BH-C15 9.00 4 19 63 14 0.051 0.015
(CL)
Sandy silt intermixed with
BH-C15 10.50 25 13 52 10 0.072 0.021 0.002 36.0 3.06
gravel (CL)

BH-C15 12.00 Sandy silt with gravel (CL) 9 18 61 12 0.054 0.017

Sandy silt with traces of gravel

BH-C15 13.50 4 18 63 15 0.045 0.013
(CL)
Sandy silt with traces of gravel
BH-C15 15.00 3 26 62 9 0.058 0.019 0.002 29.0 3.11
(CL)
Hydrometer Analysis Sieve Analysis

SAND GRAVEL
CLAY SILT
FINE MEDIUM COARSE FINE COARSE

100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C15 , Depth: 9 m

Borehole No: C15 , Depth: 10.5 m

20
Borehole No: C15 , Depth: 12 m

10 Borehole No: C15 , Depth: 13.5 m

Borehole No: C15 , Depth: 15 m

0
0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C15 : Plate 7 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

Sandy silt with traces of gravel

BH-C15 16.50 1 22 64 13 0.048 0.016
(CL)
Sandy silt with traces of gravel
BH-C15 18.00 3 23 62 12 0.052 0.017
(CL)
Sandy silt with traces of gravel
BH-C15 19.50 1 24 64 11 0.054 0.018
(CL)
Sandy silt with traces of gravel
BH-C15 21.00 1 24 61 14 0.051 0.016
(CL)
Sandy silt with traces of gravel
BH-C15 22.50 2 22 65 11 0.050 0.016
(CL)
Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE

100

90

80

70
% Finer by Weight

60

50

40

30 Borehole No: C15 , Depth: 16.5 m

Borehole No: C15 , Depth: 18 m

20 Borehole No: C15 , Depth: 19.5 m

Borehole No: C15 , Depth: 21 m

10
Borehole No: C15 , Depth: 22.5 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C15 : Plate 8 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

Sandy silt intermixed with

BH-C15 24.00 42 21 30 7 5.734 0.048 0.006 956 0.07
gravel (CL)

BH-C15 25.50 Sandy silt with gravel (CL) 6 31 53 10 0.070 0.020 0.002 35.0 2.86

BH-C15 27.00 Sandy silt (CL) 0 42 47 11 0.085 0.021

Sandy silt with traces of gravel

BH-C15 28.50 1 21 65 13 0.050 0.017
(CL)
Sandy silt with traces of gravel
BH-C15 30.00 1 16 71 12 0.043 0.014
(CL)
Hydrometer Analysis Sieve Analysis

SAND GRAVEL
CLAY SILT
FINE MEDIUM COARSE FINE COARSE

100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C15 , Depth: 24 m

Borehole No: C15 , Depth: 25.5 m

20
Borehole No: C15 , Depth: 27 m

Borehole No: C15 , Depth: 28.5 m

10
Borehole No: C15 , Depth: 30 m

0
0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C15 : Plate 9 of 19

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C15 Sample Depth: 5.25 m

Sample Details

Sample No.: UDS2 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.65

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 30.2 degrees

2.5

2.0

y = 0.5811x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C15 : Plate 10 of 19

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C15 Sample Depth: 11.25 m

Sample Details

Sample No.: UDS4 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.77

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 30.3 degrees

2.5

2.0

y = 0.5852x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C15 : Plate 11 of 19

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C15 Sample Depth: 17.25 m

Sample Details

Sample No.: UDS6 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.83

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 31.2 degrees

2.5

2.0

y = 0.6053x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C15 : Plate 12 of 19

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C15 Sample Depth: 29.25 m

Sample Details

Sample No.: UDS9 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.81

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 32.4 degrees

2.5

2.0
y = 0.6355x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C15 : Plate 13 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C15 Initial moisture content : 12.5% Preconsolidation Pressure (PC) kg/cm : 0.70
Sample Details

Test Results
Sample Depth, m: 2.25 Final moisture content : 13.2% Overconsolidation Ratio (OCR): 1.5

Sample No. : UDS-1 Initial Void Ratio before test (eo): 0.69 Compression Index (Cc1) for p < pc: 0.022

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.47 Compression Index (Cc2) for p > pc: 0.169

1.00
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
(kg/cm2) 2/
mv,(cm kg) Pc = Preconsolidation Pressure
0.90 CC1 = Compression Index for stress
0.25 - 0.5 7.1E-02
level less than preconsolidation
0.5 - 1.0 1.6E-02
9.4E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.2E-03
2.0 - 4.0 greater than preconsolidation
0.80 2.9E-03
4.0 - 8.0 pressure

0.70
eo = 0.69
Void Ratio, e

0.60

0.50
Lab Curve

Loading Curve
Unloading Curve
0.40
Extrapolated Loading Curve
Unloading Points
kg/sqcm
0.67kg/sqcm

Field Curve

0.30 Loading Points

Pc==0.38

0.42 eo
Po

0.20
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C15 : Plate 14 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C15 Initial moisture content : 9.9% Preconsolidation Pressure (PC) kg/cm : 2.70
Sample Details

Test Results
Sample Depth, m: 8.25 Final moisture content : 10.5% Overconsolidation Ratio (OCR): 1.7

Sample No. : UDS-3 Initial Void Ratio before test (eo): 0.59 Compression Index (Cc1) for p < pc: 0.020

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.37 Compression Index (Cc2) for p > pc: 0.179

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.80 CC1 = Compression Index for stress
0.25 - 0.5 6.0E-02
level less than preconsolidation
0.5 - 1.0 2.7E-02
8.1E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.9E-03
2.0 - 4.0 greater than preconsolidation
0.70 2.8E-03
4.0 - 8.0 pressure

0.60
eo = 0.59
Void Ratio, e

0.50

0.40
Lab Curve

Loading Curve
Unloading Curve
0.30
Extrapolated Loading Curve
kg/sqcm
kg/sqcm

Unloading Points
0.42 eo
Field Curve
2.48
Pc==1.4

0.20 Loading Points

Po

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C15 : Plate 15 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C15 Initial moisture content : 11.6% Preconsolidation Pressure (PC) kg/cm : 5.50
Sample Details

Test Results
Sample Depth, m: 14.25 Final moisture content : 12.5% Overconsolidation Ratio (OCR): 1.9

Sample No. : UDS-5 Initial Void Ratio before test (eo): 0.52 Compression Index (Cc1) for p < pc: 0.019

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.31 Compression Index (Cc2) for p > pc: 0.210

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
0.80 2
(kg/cm )
2/
mv,(cm kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.25 - 0.5 7.5E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
8.9E-03 ........... pressure
0.70 1.0 - 2.0 CC2 = Compression Index for stress level
6.2E-03
2.0 - 4.0 greater than preconsolidation
3.7E-03
4.0 - 8.0 pressure

0.60

eo = 0.52
Void Ratio, e

0.50

0.40 Field Curve

Lab Curve
0.30
Loading Curve
Pc = 4.85 kg/sqcm

Unloading Curve
Po = 2.57 kg/sqcm

0.42 eo Extrapolated Loading Curve

0.20
Unloading Points
Field Curve
Loading Points
0.10

0.00
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C15 : Plate 16 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C15 Initial moisture content : 12.3% Preconsolidation Pressure (PC) kg/cm : 8.10
Sample Details

Test Results
Sample Depth, m: 20.25 Final moisture content : 13% Overconsolidation Ratio (OCR): 2.0

Sample No. : UDS-7 Initial Void Ratio before test (eo): 0.46 Compression Index (Cc1) for p < pc: 0.019

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.27 Compression Index (Cc2) for p > pc: 2.100

0.90
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.80
CC1 = Compression Index for stress
0.25 - 0.5 6.9E-02
level less than preconsolidation
0.5 - 1.0 1.8E-02
9.1E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
0.70 6.0E-03
2.0 - 4.0 greater than preconsolidation
3.9E-03
4.0 - 8.0 pressure

0.60
Void Ratio, e

0.50
eo = 0.46

0.40
Field Curve

0.30
Lab Curve
Loading Curve
Unloading Curve
Extrapolated Loading Curve
Pc = 8.42 kg/sqcm

0.20
Po = 3.75 kg/sqcm

0.42 eo
Unloading Points
Field Curve
Loading Points
0.10

0.00
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C15 : Plate 17 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C15 Initial moisture content : 11.1% Preconsolidation Pressure (PC) kg/cm : 12.00
Sample Details

Test Results
Sample Depth, m: 26.25 Final moisture content : 12.2% Overconsolidation Ratio (OCR): 2.3

Sample No. : UDS-9 Initial Void Ratio before test (eo): 0.51 Compression Index (Cc1) for p < pc: 0.017

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.30 Compression Index (Cc2) for p > pc: 0.254

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
0.80 (kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.25 - 0.5 7.1E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
9.2E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
0.70 6.5E-03
2.0 - 4.0 greater than preconsolidation
3.4E-03
4.0 - 8.0 pressure

0.60

eo = 0.51
Void Ratio, e

0.50

0.40
Field Curve

Lab Curve
0.30
Loading Curve
Pc = 11.96 kg/sqcm

Unloading Curve
Po = 5.04 kg/sqcm

0.42 eo Extrapolated Loading Curve

0.20
Unloading Points
Field Curve
Loading Points
0.10

0.00
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C15 : Plate 18 of 19

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil-Water Extract Test Results

Sulphate Content Chloride Content

Borehole No. Depth, (m) pH Value
(SO3), % (Cl), %

BH-C15 16.5 0.08 0.01 8.1

Chemical Test Results

Consolidation Test Results

Preconsolidation Compression Index
Overconsolidation
Borehole No. Depth, (m) Pressure (PC)
Ratio (OCR) (Cc1) (Cc2)
kg/cm2:

2.25 0.70 1.50 0.022 0.169

8.25 2.70 1.70 0.020 0.179

BH-C15 14.25 5.50 1.90 0.022 0.165

20.25 8.10 2.00 0.019 0.210

26.25 12.00 2.30 0.017 0.254

Consolidation Test Results

Project No. 217033-C Appendix-C15 : Plate 19 of 19

 APPENDIX- BH-C20

Caption Plate
Soil Profiles 1 to 3
Standard Penetration Test Results 4
Plasticity Chart 5
Grain Size Analysis 6 to 9
Shear Test Results 10 to 12
Consolidation Test Results 13 to 17
Chemical Test Results 18
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C20)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 717558 E, 3156432 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 23-May-17

Chainage : Ground Water Level : Boring Finish : 24-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

0.00 1.00 DS1 #N/A Utility Pit 1.50 #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A
Stiff to hard brown sandy silt, low plastic
1.50 1.95 SPT1 13 17 1 10 69 20 38.0 20.1 17.9 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A
(CL)
2.25 2.55 UDS1 #N/A - stiff, 1.5 to 3.0 m #N/A #N/A #N/A #N/A 37.1 21.5 15.6 1.77 1.60 10.5 #N/A #N/A #N/A #N/A #N/A UC 0.5

3.00 3.45 SPT2 15 17 - very stiff, 3.0 to 7.5 m 2 34 53 11 36.9 22.1 14.7 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

4.50 4.95 SPT3 18 17 - with traces of gravel, 1.5 to 9.0 m 4 33 51 12 37.6 23.1 14.4 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

5.25 5.55 UDS2 #N/A #N/A #N/A #N/A #N/A 37.4 22.6 14.8 1.85 1.69 9.4 #N/A DS 0.5,1,1.5 0.0 28.9 UC 0.7

6.00 6.45 SPT4 25 20 2 60 32 6 36.6 22.1 14.4 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A

7.50 7.95 SPT5 32 22 - hard, 7.5 to 11.0 m 3 42 49 6 34.5 20.9 13.7 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A

8.25 8.55 UDS3 #N/A #N/A #N/A #N/A #N/A 38.2 22.8 15.4 1.85 1.69 9.9 #N/A #N/A #N/A #N/A #N/A UC 0.6

9.00 9.45 SPT6 41 25 - with gravel, 9.0 to 11.0 m 9 15 62 14 34.2 18.9 15.4 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

10.50 10.95 SPT7 42 24 6 11 68 15 32.8 18.9 13.9 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

11.25 11.55 UDS4 #N/A #N/A #N/A #N/A #N/A 35.9 17.3 18.6 1.80 1.62 11.5 #N/A DS 0.5,1,1.5 0.0 29.7 UC 0.9

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C20 : Plate 1 of 18

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C20)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 717558 E, 3156432 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 23-May-17

Chainage : Ground Water Level : Boring Finish : 24-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

12.00 12.45 SPT8 35 21 Hard brown sandy silt, low plastic (CL) 12 15 61 12 35.0 17.9 17.1 #N/A #N/A 2.63 #N/A #N/A #N/A #N/A

13.50 13.95 SPT9 38 21 - with gravel, 12.0 to 14.0 m 5 18 67 10 34.9 18.6 16.3 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

14.25 14.55 UDS5 #N/A #N/A #N/A #N/A #N/A 38.3 19.2 19.0 1.96 1.66 17.9 #N/A #N/A #N/A #N/A #N/A

15.00 15.45 SPT10 44 22 0 22 66 12 39.5 19.5 20.0 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

16.50 16.95 SPT11 46 22 0 25 59 16 38.2 19.0 19.3 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

17.25 17.55 UDS6 #N/A #N/A #N/A #N/A #N/A 38.0 20.1 17.9 2.03 1.72 18.2 #N/A DS 1,2,3 0.0 30.1

18.00 18.45 SPT12 50 23 - with gravel, 18.0 to 19.5 m 8 26 55 11 37.9 20.1 17.7 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A

19.50 19.95 SPT13 54 23 - with traces of gravel, 19.5 to 23.0 m 1 20 64 15 37.5 19.3 18.3 #N/A #N/A 2.69 #N/A #N/A #N/A #N/A

20.25 20.55 UDS7 #N/A #N/A #N/A #N/A #N/A 34.0 21.3 12.7 1.84 1.71 7.4 #N/A #N/A #N/A #N/A #N/A UC 1.2

21.00 21.45 SPT14 65 26 4 39 46 11 32.6 20.9 11.7 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A

22.50 22.95 SPT15 68 26 2 39 52 7 34.5 20.6 14.0 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A

23.25 23.55 DS2 #N/A #N/A #N/A #N/A #N/A 32.6 20.4 12.1 1.89 1.70 11.1 #N/A

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C20 : Plate 2 of 18

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C20)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 717558 E, 3156432 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 23-May-17

Chainage : Ground Water Level : Boring Finish : 24-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

24.00 24.45 SPT16 56 22 Hard browns sandy silt, low plastic (CL) 0 44 44 12 32.1 20.6 11.6 #N/A #N/A 2.63 #N/A #N/A #N/A #N/A

25.50 25.95 SPT17 60 22 0 43 45 12 32.5 21.0 11.5 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

26.25 26.55 DS3 #N/A #N/A #N/A #N/A #N/A 31.0 19.6 11.5 1.92 1.73 10.9 #N/A #N/A #N/A #N/A #N/A UC 1.5

27.00 27.30 SPT18 66 23 0 36 52 12 29.0 18.9 10.1 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

28.50 28.95 SPT19 75 25 - with traces of gravel, 28.5 to 30.45 m 2 31 53 14 27.3 18.2 9.0 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A

29.25 29.55 DS4 #N/A #N/A #N/A #N/A #N/A 27.8 17.8 10.0 1.98 1.77 11.8 #N/A

30.00 30.45 SPT20 83 27 30.45 4 41 46 9 34.9 18.6 16.3 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C20 : Plate 3 of 18

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Standard Penetration Test

IS : 2131-1981, RA-2007

Borehole Details

SPT Symbol Borehole Number Section

Field
BH-C20 Saket to Tughlakabad
Corrected

Field (N) & Corrected (N') SPT Value

0 20 40 60 80 100
0.0

4.0

8.0

12.0
Depth, m

16.0

20.0

24.0

28.0

32.0

Field & Corrected SPT Values vs. Depth

Project No. 217033-C Appendix-C20 : Plate 4 of 18

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Atterberg Test
IS : 2720 (Part-5)-1985, RA-2010

60

A-Line : 0.73(LL-20)
50

CH
CI

40
L I Q U I D L I M I T, WL
Plasticity Index, Ip (%)

30

CL

20
A Line BH-C20
MH or OH

10
MI or OI
CL-ML ML or
ML OL
0
0 10 20 30 40 50 60 70 80 90 100
Liquid Limit, (%)

Plasticity Chart
Project No. 217033-C Appendix-C20 : Plate 5 of 18
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

Sandy silt with traces of gravel

BH-C20 1.50 1 10 69 20 0.024 0.005
(CL)
Sandy silt with traces of gravel
BH-C20 3.00 2 34 53 11 0.068 0.017
(CL)
Sandy silt with traces of gravel
BH-C20 4.50 4 33 51 12 0.070 0.016
(CL)
Sandy silt with traces of gravel
BH-C20 6.00 2 60 32 6 0.179 0.054 0.010 17.9 1.63
(CL)
Sandy silt with traces of gravel
BH-C20 7.50 3 42 49 6 0.113 0.014 0.004 28.3 0.43
(CL)
Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30 Borehole No: C20 , Depth: 1.5 m

Borehole No: C20 , Depth: 3 m

20 Borehole No: C20 , Depth: 4.5 m

Borehole No: C20 , Depth: 6 m

10
Borehole No: C20 , Depth: 7.5 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C20 : Plate 6 of 18

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C20 9.00 Sandy silt with gravel (CL) 9 15 62 14 0.044 0.011

BH-C20 10.50 Sandy silt with gravel (CL) 6 11 68 15 0.035 0.010

BH-C20 12.00 Sandy silt with gravel (CL) 12 15 61 12 0.054 0.011

BH-C20 13.50 Sandy silt with gravel (CL) 5 18 67 10 0.019 0.010 0.002 9.5 2.63

BH-C20 15.00 Sandy silt (CL) 0 22 66 12 0.052 0.020

Hydrometer Analysis Sieve Analysis

SAND GRAVEL
CLAY SILT
FINE MEDIUM COARSE FINE COARSE

100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C20 , Depth: 9 m

Borehole No: C20 , Depth: 10.5 m

20
Borehole No: C20 , Depth: 12 m

10 Borehole No: C20 , Depth: 13.5 m

Borehole No: C20 , Depth: 15 m

0
0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C20 : Plate 7 of 18

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C20 16.50 Sandy silt (CL) 0 25 59 16 0.043 0.009

BH-C20 18.00 Sandy silt with gravel (CL) 8 26 55 11 0.067 0.024

Sandy silt with traces of gravel

BH-C20 19.50 1 20 64 15 0.040 0.010
(CL)
Sandy silt with traces of gravel
BH-C20 21.00 4 39 46 11 0.177 0.020
(CL)
Sandy silt with traces of gravel
BH-C20 22.50 2 39 52 7 0.138 0.013 0.004 34.5 0.31
(CL)
Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE

100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C20 , Depth: 16.5 m

Borehole No: C20 , Depth: 18 m

20
Borehole No: C20 , Depth: 19.5 m

Borehole No: C20 , Depth: 21 m

10
Borehole No: C20 , Depth: 22.5 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C20 : Plate 8 of 18

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C20 24.00 Sandy silt (CL) 0 44 44 12 0.177 0.015

BH-C20 25.50 Sandy silt (CL) 0 43 45 12 0.099 0.017

BH-C20 27.00 Sandy silt (CL) 0 36 52 12 0.066 0.015

Sandy silt with traces of gravel

BH-C20 28.50 2 31 53 14 0.061 0.011
(CL)
Sandy silt with traces of gravel
BH-C20 30.00 4 41 46 9 0.212 0.025 0.002 #### 1.47
(CL)
Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C20 , Depth: 24 m

Borehole No: C20 , Depth: 25.5 m

20
Borehole No: C20 , Depth: 27 m

10 Borehole No: C20 , Depth: 28.5 m

Borehole No: C20 , Depth: 30 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C20 : Plate 9 of 18

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C20 Sample Depth: 5.25 m

Sample Details

Sample No.: UDS2 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.69

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 28.9 degrees

2.5

2.0

y = 0.5509x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C20 : Plate 10 of 18

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C20 Sample Depth: 11.25 m

Sample Details

Sample No.: UDS4 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.62

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 29.7 degrees

2.5

2.0

y = 0.5711x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C20 : Plate 11 of 18

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C20 Sample Depth: 17.25 m

Sample Details

Sample No.: UDS6 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.72

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 30.1 degrees

2.5

2.0

y = 0.5791x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C20 : Plate 12 of 18

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C20 Initial moisture content : 10.5% Preconsolidation Pressure (PC) kg/cm : 0.70
Sample Details

Test Results
Sample Depth, m: 2.25 Final moisture content : 12% Overconsolidation Ratio (OCR): 1.7

Sample No. : UDS-1 Initial Void Ratio before test (eo): 0.68 Compression Index (Cc1) for p < pc: 0.022

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.46 Compression Index (Cc2) for p > pc: 0.154

1.00
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.90
CC1 = Compression Index for stress
0.25 - 0.5 7.1E-02
level less than preconsolidation
0.5 - 1.0 1.6E-02
9.4E-03 ........... pressure
0.80 1.0 - 2.0 CC2 = Compression Index for stress level
6.2E-03
2.0 - 4.0 greater than preconsolidation
2.9E-03
4.0 - 8.0 pressure

0.70
eo = 0.68

0.60
Void Ratio, e

0.50
Lab Curve

0.40
Pc = 0.86 kg/sqcm
Po = 0.38 kg/sqcm

0.30 Loading Curve

0.42 eo
Unloading Curve
Extrapolated Loading Curve
0.20 Unloading Points
Field Curve
Loading Points
0.10

0.00
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C20 : Plate 13 of 18

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C20 Initial moisture content : 9.9% Preconsolidation Pressure (PC) kg/cm : 2.70
Sample Details

Test Results
Sample Depth, m: 8.25 Final moisture content : 11.1% Overconsolidation Ratio (OCR): 1.9

Sample No. : UDS-3 Initial Void Ratio before test (eo): 0.59 Compression Index (Cc1) for p < pc: 0.020

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.37 Compression Index (Cc2) for p > pc: 0.189

0.90
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.80
CC1 = Compression Index for stress
0.25 - 0.5 6.0E-02
level less than preconsolidation
0.5 - 1.0 2.7E-02
8.1E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
0.70 6.9E-03
2.0 - 4.0 greater than preconsolidation
2.8E-03
4.0 - 8.0 pressure

0.60
eo = 0.59
Void Ratio, e

0.50

0.40
Lab Curve

0.30
Pc = 2.58 kg/sqcm
Po = 1.4 kg/sqcm

Loading Curve
0.42 eo Unloading Curve
Extrapolated Loading Curve
0.20
Unloading Points
Field Curve
Loading Points
0.10

0.00
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C20 : Plate 14 of 18

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C20 Initial moisture content : 17.9% Preconsolidation Pressure (PC) kg/cm : 5.50
Sample Details

Test Results
Sample Depth, m: 14.25 Final moisture content : 18.7% Overconsolidation Ratio (OCR): 2.2

Sample No. : UDS-5 Initial Void Ratio before test (eo): 0.61 Compression Index (Cc1) for p < pc: 0.020

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.39 Compression Index (Cc2) for p > pc: 0.236

1.00

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
0.90 2 2/
(kg/cm ) mv,(cm kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.25 - 0.5 7.5E-02
level less than preconsolidation
0.80 0.5 - 1.0 2.3E-02
8.9E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.2E-03
2.0 - 4.0 greater than preconsolidation
3.7E-03
4.0 - 8.0 pressure
0.70

eo = 0.61
0.60
Void Ratio, e

0.50

Field Curve

Lab Curve
0.40
Pc = 4.87 kg/sqcm
Po = 2.57 kg/sqcm

0.30 Loading Curve

Unloading Curve
0.42 eo
Extrapolated Loading Curve
0.20 Unloading Points
Field Curve
Loading Points
0.10

0.00
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C20 : Plate 15 of 18

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C20 Initial moisture content : 7.4% Preconsolidation Pressure (PC) kg/cm : 8.10
Sample Details

Test Results
Sample Depth, m: 20.25 Final moisture content : 8.7% Overconsolidation Ratio (OCR): 2.3

Sample No. : UDS-7 Initial Void Ratio before test (eo): 0.57 Compression Index (Cc1) for p < pc: 0.017

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.36 Compression Index (Cc2) for p > pc: 0.306

0.90
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.80
CC1 = Compression Index for stress
0.25 - 0.5 6.9E-02
level less than preconsolidation
0.5 - 1.0 1.8E-02
9.1E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
0.70 6.0E-03
2.0 - 4.0 greater than preconsolidation
3.9E-03
4.0 - 8.0 pressure

0.60
eo = 0.57
Void Ratio, e

0.50

Field Curve
0.40
Lab Curve

0.30
Pc = 8.42 kg/sqcm

Loading Curve
Po = 3.75 kg/sqcm

0.42 eo
Unloading Curve
Extrapolated Loading Curve
0.20
Unloading Points
Field Curve
Loading Points
0.10

0.00
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C20 : Plate 16 of 18

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C20 Initial moisture content : 10.9% Preconsolidation Pressure (PC) kg/cm : 12.00
Sample Details

Test Results
Sample Depth, m: 26.25 Final moisture content : 12.1% Overconsolidation Ratio (OCR): 2.5

Sample No. : UDS-9 Initial Void Ratio before test (eo): 0.55 Compression Index (Cc1) for p < pc: 0.017

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.33 Compression Index (Cc2) for p > pc: 0.358

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
0.80 (kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.25 - 0.5 7.1E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
9.2E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
0.70 6.5E-03
2.0 - 4.0 greater than preconsolidation
3.4E-03
4.0 - 8.0 pressure

0.60

eo = 0.55
Void Ratio, e

0.50

0.40 Field Curve

Lab Curve

0.30
Loading Curve
Pc = 11.66 kg/sqcm
Po = 5.04 kg/sqcm

Unloading Curve
0.42 eo
Extrapolated Loading Curve
0.20
Unloading Points
Field Curve
Loading Points
0.10

0.00
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C20 : Plate 17 of 18

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil-Water Extract Test Results

Sulphate Content Chloride Content

Borehole No. Depth, (m) pH Value
(SO3), % (Cl), %

BH-C20 16.5 0.08 0.02 8.2

Chemical Test Results

Consolidation Test Results

Preconsolidation Compression Index
Overconsolidation
Borehole No. Depth, (m) Pressure (PC)
Ratio (OCR) (Cc1) (Cc2)
kg/cm2:

2.25 0.70 1.70 0.022 0.154

8.25 2.70 1.90 0.020 0.189

BH-C20 14.25 5.50 2.20 0.020 0.236

20.25 8.10 2.30 0.017 0.306

26.25 12.00 2.50 0.017 0.358

Consolidation Test Results

Project No. 217033-C Appendix-C20 : Plate 18 of 18

 APPENDIX- BH-C21

Caption Plate
Soil Profiles 1 to 3
Standard Penetration Test Results 4
Plasticity Chart 5
Grain Size Analysis 6 to 9
Shear Test Results 10 to 14
Consolidation Test Results 15 to 19
Chemical Test Results 20
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C21)

Location : Saket to Tughlakabad Termination Depth : 30.3 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 717755 E, 3156389 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 22-May-17

Chainage : Ground Water Level : Boring Finish : 23-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

0.00 1.00 DS1 #N/A Utility Pit 1.50 #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###
Stiff to hard brown sandy silt, low plastic
1.50 1.95 SPT1 15 21 1 24 61 14 32.3 22.3 10.0 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A
(CL)
2.25 2.55 UDS1 #N/A - stiff, 1.5 to 4.5 m #N/A #N/A #N/A #N/A 30.9 20.6 10.3 1.88 1.69 11.2 #N/A #N/A #N/A #N/A #N/A

3.00 3.45 SPT2 8 10 - with traces of gravel, 1.5 to 6.0 m 3 19 63 15 32.3 20.3 12.0 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

4.50 4.95 SPT3 18 19 - very stiff, 4.5 to 11.5 m 1 37 51 11 31.3 21.5 9.8 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A

5.25 5.55 UDS2 #N/A #N/A #N/A #N/A #N/A 32.1 20.9 11.2 1.76 1.66 5.8 #N/A DS 0.5,1,1.5 0.0 30.3 UC 0.8

6.00 6.45 SPT4 29 28 - with gravel, 6.0 to 8.0 m 15 17 55 13 32.1 21.5 10.6 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A

7.50 7.95 SPT5 41 37 20 22 47 11 32.9 20.4 12.4 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

8.25 8.55 UDS3 #N/A #N/A #N/A #N/A #N/A 32.7 21.5 11.2 1.81 1.67 8.7 #N/A #N/A #N/A #N/A #N/A UC 0.8

9.00 9.45 SPT6 48 48 0 38 50 12 35.2 21.2 14.0 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

10.50 10.95 SPT7 42 24 - with traces of gravel, 10.5 to 11.0 m 1 35 53 11 34.2 20.3 14.0 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

11.25 11.55 UDS4 #N/A #N/A #N/A #N/A #N/A 33.3 21.6 11.7 1.83 1.70 7.7 #N/A DS 0.5,1,1.5 0.0 30.7

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C21 : Plate 1 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C21)

Location : Saket to Tughlakabad Termination Depth : 30.3 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 717755 E, 3156389 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 22-May-17

Chainage : Ground Water Level : Boring Finish : 23-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

12.00 12.45 SPT8 35 21 Hard brown sandy silt, low plastic (CL) 1 41 47 11 31.2 21.9 9.4 #N/A #N/A 2.63 #N/A #N/A #N/A #N/A

13.50 13.95 SPT9 35 21 0 44 46 10 32.5 21.6 10.9 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

14.25 14.55 UDS5 #N/A - with traces of gravel, 12.0 to 13.5 m #N/A #N/A #N/A #N/A 32.2 21.0 11.2 1.87 1.72 8.9 #N/A #N/A #N/A #N/A #N/A UC 1.0

15.00 15.45 SPT10 36 21 0 33 54 13 34.6 21.4 13.1 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

16.50 16.95 SPT11 40 22 - with traces of gravel, 16.5 to 17.0 m 1 30 56 13 32.5 21.4 11.1 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

17.25 17.55 UDS6 #N/A #N/A #N/A #N/A #N/A 31.4 21.5 9.9 1.87 1.71 9.4 #N/A DS 1,2,3 0.0 31.4 UC 1.2

18.00 18.45 SPT12 56 27 - with gravel, 18.0 to 20.0 m 8 21 58 13 31.3 21.5 9.7 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

19.50 19.95 SPT13 58 28 5 21 60 14 32.2 21.2 11.0 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A

20.25 20.55 UDS7 #N/A #N/A #N/A #N/A #N/A 32.5 23.5 9.0 1.85 1.68 10.1 #N/A #N/A #N/A #N/A #N/A UC 1.4

21.00 21.45 SPT14 60 28 - with traces of gravel, 21.0 to 22.5 m 2 25 59 14 31.2 21.3 10.0 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A

22.50 22.95 SPT15 64 29 - with gravel, 22.5 to 23.0 m 12 28 49 11 32.1 22.9 9.3 #N/A #N/A 2.63 #N/A #N/A #N/A #N/A

23.25 23.55 UDS8 #N/A #N/A #N/A #N/A #N/A 33.9 22.2 11.6 1.86 1.69 9.8 #N/A DS 1,2,3 0.0 31.8

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C21 : Plate 2 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C21)

Location : Saket to Tughlakabad Termination Depth : 30.3 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 717755 E, 3156389 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 22-May-17

Chainage : Ground Water Level : Boring Finish : 23-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

24.00 24.45 SPT16 88 36 Hard brown sandy silt, low plastic (CL) 7 21 58 14 32.4 24.2 8.2 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

25.50 25.95 SPT17 93 37 - with gravel, 24.0 to 26.0 m 7 24 56 13 33.3 23.2 10.0 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

26.25 26.55 UDS9 #N/A #N/A #N/A #N/A #N/A 33.3 22.1 11.1 1.90 1.72 8.1 #N/A #N/A #N/A #N/A #N/A

27.00 27.45 SPT18 97 38 - with traces of gravel, 27.0 to 28.5 m 4 32 52 12 32.9 22.2 10.6 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A

28.50 28.95 SPT19 105 40 - with gravel, 28.5 to 29.0 m 10 30 49 11 32.5 23.2 9.3 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

29.25 29.55 UDS10 #N/A #N/A #N/A #N/A #N/A 32.1 24.2 7.9 1.75 1.63 7.6 #N/A DS 1,2,3 0.0 32.1
100/ 100/
30.00 30.30 SPT20 - with traces of gravel, 30.0 to 30.30 m 30.30 1 30 56 13 32.9 23.2 9.6 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A
15cm 15cm
#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C21 : Plate 3 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Standard Penetration Test

IS : 2131-1981, RA-2007

Borehole Details

SPT Symbol Borehole Number Section

Field
BH-C21 Saket to Tughlakabad
Corrected

Field (N) & Corrected (N') SPT Value

0 20 40 60 80 100
0.0

4.0

8.0

12.0
Depth, m

16.0

20.0

24.0

28.0 105

32.0

Field & Corrected SPT Values vs. Depth

Project No. 217033-C Appendix-C21 : Plate 4 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Atterberg Test
IS : 2720 (Part-5)-1985, RA-2010

60

A-Line : 0.73(LL-20)
50

CH
CI

40
L I Q U I D L I M I T, WL
Plasticity Index, Ip (%)

30

CL

20
A Line BH-C21
MH or OH

10
MI or OI
CL-ML ML or
ML OL
0
0 10 20 30 40 50 60 70 80 90 100
Liquid Limit, (%)

Plasticity Chart
Project No. 217033-C Appendix-C21 : Plate 5 of 20
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

Sandy silt with traces of gravel

BH-C21 1.50 1 24 61 14 0.038 0.009
(CL)
Sandy silt with traces of gravel
BH-C21 3.00 3 19 63 15 0.031 0.008
(CL)
Sandy silt with traces of gravel
BH-C21 4.50 1 37 51 11 0.072 0.015
(CL)

BH-C21 6.00 Sandy silt with gravel (CL) 15 17 55 13 0.053 0.012

BH-C21 7.50 Sandy silt with gravel (CL) 20 22 47 11 0.112 0.016

Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C21 , Depth: 1.5 m

Borehole No: C21 , Depth: 3 m

20
Borehole No: C21 , Depth: 4.5 m

Borehole No: C21 , Depth: 6 m

10
Borehole No: C21 , Depth: 7.5 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C21 : Plate 6 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C21 9.00 Sandy silt (CL) 0 38 50 12 0.069 0.014

Sandy silt with traces of gravel
BH-C21 10.50 1 35 53 11 0.065 0.014
(CL)
Sandy silt with traces of gravel
BH-C21 12.00 1 41 47 11 0.103 0.016
(CL)

BH-C21 13.50 Sandy silt (CL) 0 44 46 10 0.156 0.017 0.002 78.0 0.93

BH-C21 15.00 Sandy silt (CL) 0 33 54 13 0.056 0.012

Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C21 , Depth: 9 m

Borehole No: C21 , Depth: 10.5 m

20
Borehole No: C21 , Depth: 12 m

Borehole No: C21 , Depth: 13.5 m

10
Borehole No: C21 , Depth: 15 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C21 : Plate 7 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

Sandy silt with traces of gravel

BH-C21 16.50 1 30 56 13 0.052 0.011
(CL)

BH-C21 18.00 Sandy silt with gravel (CL) 8 21 58 13 0.047 0.010

BH-C21 19.50 Sandy silt with gravel (CL) 5 21 60 14 0.040 0.009

Sandy silt with traces of gravel

BH-C21 21.00 2 25 59 14 0.043 0.010
(CL)

BH-C21 22.50 Sandy silt with gravel (CL) 12 28 49 11 0.082 0.015

Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C21 , Depth: 16.5 m

Borehole No: C21 , Depth: 18 m

20
Borehole No: C21 , Depth: 19.5 m

10 Borehole No: C21 , Depth: 21 m

Borehole No: C21 , Depth: 22.5 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C21 : Plate 8 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C21 24.00 Sandy silt with gravel (CL) 7 21 58 14 0.042 0.010

BH-C21 25.50 Sandy silt with gravel (CL) 7 24 56 13 0.049 0.011

Sandy silt with traces of gravel

BH-C21 27.00 4 32 52 12 0.063 0.013
(CL)

BH-C21 28.50 Sandy silt with gravel (CL) 10 30 49 11 0.077 0.015

Sandy silt with traces of gravel

BH-C21 30.00 1 30 56 13 0.052 0.011
(CL)
Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C21 , Depth: 24 m

Borehole No: C21 , Depth: 25.5 m

20
Borehole No: C21 , Depth: 27 m

10 Borehole No: C21 , Depth: 28.5 m

Borehole No: C21 , Depth: 30 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C21 : Plate 9 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C21 Sample Depth: 5.25 m

Sample Details

Sample No.: UDS2 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.66

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 30.3 degrees

2.5

2.0

y = 0.5852x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C21 : Plate 10 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C21 Sample Depth: 11.25 m

Sample Details

Sample No.: UDS4 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.70

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 30.7 degrees

2.5

2.0

y = 0.5932x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C21 : Plate 11 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C21 Sample Depth: 17.25 m

Sample Details

Sample No.: UDS6 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.71

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 31.4 degrees

2.5

2.0
y = 0.6113x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C21 : Plate 12 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C21 Sample Depth: 23.25 m

Sample Details

Sample No.: UDS8 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.69

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 31.8 degrees

2.5

2.0
y = 0.6194x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C21 : Plate 13 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C21 Sample Depth: 29.25 m

Sample Details

Sample No.: UDS10 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.63

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 32.1 degrees

2.5

2.0
y = 0.6274x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C21 : Plate 14 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C21 Initial moisture content : 11.2% Preconsolidation Pressure (PC) kg/cm : 0.66
Sample Details

Test Results
Sample Depth, m: 2.25 Final moisture content : 12.1% Overconsolidation Ratio (OCR): 1.5

Sample No. : UDS-1 Initial Void Ratio before test (eo): 0.59 Compression Index (Cc1) for p < pc: 0.020

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.38 Compression Index (Cc2) for p > pc: 0.155

0.90
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.80 CC1 = Compression Index for stress
0.25 - 0.5 7.1E-02
level less than preconsolidation
0.5 - 1.0 1.6E-02
9.4E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.2E-03
2.0 - 4.0 greater than preconsolidation
0.70 2.9E-03
4.0 - 8.0 pressure

0.60
eo = 0.59
Void Ratio, e

0.50

0.40 Lab Curve

Loading Curve
Unloading Curve
0.30
Extrapolated Loading Curve
Pc = 0.55 kg/sqcm
Po = 0.38 kg/sqcm

Unloading Points
0.42 eo
Field Curve

0.20 Loading Points

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C21 : Plate 15 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C21 Initial moisture content : 8.7% Preconsolidation Pressure (PC) kg/cm : 2.50
Sample Details

Test Results
Sample Depth, m: 8.25 Final moisture content : 9.5% Overconsolidation Ratio (OCR): 1.6

Sample No. : UDS-3 Initial Void Ratio before test (eo): 0.60 Compression Index (Cc1) for p < pc: 0.019

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.39 Compression Index (Cc2) for p > pc: 0.197

0.90
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
(kg/cm2) 2/
mv,(cm kg) Pc = Preconsolidation Pressure
0.80 CC1 = Compression Index for stress
0.25 - 0.5 6.0E-02
level less than preconsolidation
0.5 - 1.0 2.7E-02
8.1E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.9E-03
2.0 - 4.0 greater than preconsolidation
0.70 2.8E-03
4.0 - 8.0 pressure

eo = 0.6
0.60
Void Ratio, e

0.50

0.40 Lab Curve

Loading Curve
Unloading Curve
0.30
Pc = 2.54 kg/sqcm

Extrapolated Loading Curve

Po = 1.4 kg/sqcm

Unloading Points
0.42 eo
Field Curve

0.20 Loading Points

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C21 : Plate 16 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C21 Initial moisture content : 8.9% Preconsolidation Pressure (PC) kg/cm : 5.50
Sample Details

Test Results
Sample Depth, m: 14.25 Final moisture content : 9.8% Overconsolidation Ratio (OCR): 2.0

Sample No. : UDS-5 Initial Void Ratio before test (eo): 0.56 Compression Index (Cc1) for p < pc: 0.020

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.34 Compression Index (Cc2) for p > pc: 0.192

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
2 2/
0.80 (kg/cm ) mv,(cm kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.25 - 0.5 7.5E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
8.9E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.2E-03
0.70 2.0 - 4.0 greater than preconsolidation
3.7E-03
4.0 - 8.0 pressure

0.60

eo = 0.56
Void Ratio, e

0.50

0.40
Field Curve

Lab Curve
Loading Curve
Unloading Curve
0.30
Extrapolated Loading Curve
Pc = 5.52 kg/sqcm

Unloading Points
Po = 2.57 kg/sqcm

0.42 eo Field Curve

0.20 Loading Points

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C21 : Plate 17 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C21 Initial moisture content : 10.1% Preconsolidation Pressure (PC) kg/cm : 7.50
Sample Details

Test Results
Sample Depth, m: 20.25 Final moisture content : 11% Overconsolidation Ratio (OCR): 2.0

Sample No. : UDS-7 Initial Void Ratio before test (eo): 0.60 Compression Index (Cc1) for p < pc: 0.018

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.38 Compression Index (Cc2) for p > pc: 0.305

0.90
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.80 CC1 = Compression Index for stress
0.25 - 0.5 6.9E-02
level less than preconsolidation
0.5 - 1.0 1.8E-02
9.1E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.0E-03
2.0 - 4.0 greater than preconsolidation
0.70 3.9E-03
4.0 - 8.0 pressure

0.60
eo = 0.6
Void Ratio, e

0.50

0.40 Lab Curve Field Curve

Loading Curve
Unloading Curve
0.30
Pc = 7.49 kg/sqcm

Extrapolated Loading Curve

Po = 3.75 kg/sqcm

Unloading Points
0.42 eo
Field Curve

0.20 Loading Points

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C21 : Plate 18 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C21 Initial moisture content : 8.1% Preconsolidation Pressure (PC) kg/cm : 11.00
Sample Details

Test Results
Sample Depth, m: 26.25 Final moisture content : 9.2% Overconsolidation Ratio (OCR): 2.2

Sample No. : UDS-9 Initial Void Ratio before test (eo): 0.56 Compression Index (Cc1) for p < pc: 0.017

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.34 Compression Index (Cc2) for p > pc: 0.406

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.80 CC1 = Compression Index for stress
0.25 - 0.5 7.1E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
9.2E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.5E-03
2.0 - 4.0 greater than preconsolidation
0.70 3.4E-03
4.0 - 8.0 pressure

0.60

eo = 0.56
Void Ratio, e

0.50

0.40
Field Curve

Lab Curve
Loading Curve
Unloading Curve
0.30
Extrapolated Loading Curve
Pc = 10.94 kg/sqcm

Unloading Points
Po = 5.04 kg/sqcm

0.42 eo Field Curve

0.20 Loading Points

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C21 : Plate 19 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil-Water Extract Test Results

Sulphate Content Chloride Content

Borehole No. Depth, (m) pH Value
(SO3), % (Cl), %

BH-C21 16.5 0.10 0.02 8.1

Chemical Test Results

Consolidation Test Results

Preconsolidation Compression Index
Overconsolidation
Borehole No. Depth, (m) Pressure (PC)
Ratio (OCR) (Cc1) (Cc2)
kg/cm2:

2.25 0.60 1.50 0.020 0.155

8.25 2.50 1.60 0.019 0.197

BH-C21 14.25 5.50 2.00 0.020 0.192

20.25 7.50 2.00 0.018 0.305

26.25 11.00 2.20 0.017 0.406

Consolidation Test Results

Project No. 217033-C Appendix-C21 : Plate 20 of 20

 APPENDIX- BH-C22

Caption Plate
Soil Profiles 1 to 3
Standard Penetration Test Results 4
Plasticity Chart 5
Grain Size Analysis 6 to 9
Shear Test Results 10 to 14
Consolidation Test Results 15 to 19
Chemical Test Results 20
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C22)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 717875 E, 3156352 N Ground Water Depth : Not Met Casing Depth : 10.0 m

Survey Coordinates : Surface Elevation : Boring Start : 24-May-17

Chainage : Ground Water Level : Boring Finish : 25-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

0.00 1.00 DS1 #N/A Fill: Road matetrials 1.50 #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A
Stiff to very stiff brown sandy silt, low
1.50 1.95 SPT1 8 11 9 23 54 14 32.9 23.2 9.6 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A
plastic (CL)
2.25 2.55 UDS1 #N/A - stiff, 1.5 to 6.0 m #N/A #N/A #N/A #N/A 31.3 22.3 9.0 1.66 1.57 5.6 #N/A #N/A #N/A #N/A #N/A

3.00 3.45 SPT2 9 11 - with gravel, 1.5 to 2.0 m 0 31 55 14 33.3 22.0 11.3 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A

4.50 4.95 SPT3 13 14 - with traces of gravel, 4.5 to 7.5 m 1 28 57 14 31.2 22.1 9.1 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A

5.25 5.55 UDS2 #N/A #N/A #N/A #N/A #N/A 31.5 23.2 8.3 1.83 1.60 14.3 #N/A DS 0.5,1,1.5 0.0 30.1 UC 0.9

6.00 6.45 SPT4 17 17 - very stiff, 6.0 to 11.5 m 2 34 51 13 33.3 22.6 10.7 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

7.50 7.95 SPT5 15 14 - with gravel, 7.5 to 11.0 m 5 26 55 14 31.4 22.3 9.2 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

8.25 8.55 UDS3 #N/A #N/A #N/A #N/A #N/A 33.3 22.9 10.4 1.78 1.65 7.9 #N/A #N/A #N/A #N/A #N/A

9.00 9.45 SPT6 20 16 12 26 50 12 34.9 21.9 13.0 #N/A #N/A 2.63 #N/A #N/A #N/A #N/A

10.50 10.95 SPT7 21 16 10 29 49 12 32.3 22.5 9.8 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

11.25 11.55 UDS4 #N/A #N/A #N/A #N/A #N/A 34.3 20.9 13.4 1.81 1.65 9.6 #N/A DS 0.5,1,1.5 0.0 30.8 UC 1.2

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C22 : Plate 1 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C22)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 717875 E, 3156352 N Ground Water Depth : Not Met Casing Depth : 10.0 m

Survey Coordinates : Surface Elevation : Boring Start : 24-May-17

Chainage : Ground Water Level : Boring Finish : 25-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

Very stiff to hard brown sandy silt, low

12.00 12.45 SPT8 23 17 3 17 64 16 34.3 23.2 11.0 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A
plastic (CL)
13.50 13.95 SPT9 30 19 - very stiff, 12.0 to 13.5 m 0 20 68 12 31.5 22.3 9.3 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

14.25 14.55 UDS5 #N/A - hard, 13.5 to 23.5 m #N/A #N/A #N/A #N/A 33.3 21.2 12.0 1.81 1.66 9.0 #N/A #N/A #N/A #N/A #N/A UC 1.3

15.00 15.45 SPT10 34 21 - with traces of gravel, 12.0 to 13.5 m 9 33 46 12 34.3 23.2 11.0 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

16.50 16.95 SPT11 35 21 - with gravel, 15.0 to 16.5 m 0 31 57 12 32.2 23.2 9.0 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

17.25 17.55 UDS6 #N/A #N/A #N/A #N/A #N/A 31.4 23.2 8.2 1.84 1.67 10.2 #N/A DS 1,2,3 0.0 31.7

18.00 18.45 SPT12 56 28 - with traces of gravel, 18.0 to 19.5 m 1 26 59 14 31.5 23.2 8.3 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A

19.50 19.95 SPT13 63 30 - with gravel, 19.5 to 20.0 m 9 27 51 13 32.2 23.2 9.0 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A

20.25 20.55 UDS7 #N/A #N/A #N/A #N/A #N/A 32.5 23.2 9.3 1.84 1.69 8.9 #N/A #N/A #N/A #N/A #N/A UC 1.6

21.00 21.45 SPT14 65 30 0 34 53 13 31.3 23.2 8.0 #N/A #N/A 2.63 #N/A #N/A #N/A #N/A

22.50 22.95 SPT15 70 31 0 30 56 14 32.1 23.2 8.9 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

23.25 23.55 UDS8 #N/A #N/A #N/A #N/A #N/A 33.9 23.2 10.6 1.89 1.73 9.4 #N/A DS 1,2,3 0.0 32.1

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C22 : Plate 2 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C22)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 717875 E, 3156352 N Ground Water Depth : Not Met Casing Depth : 10.0 m

Survey Coordinates : Surface Elevation : Boring Start : 24-May-17

Chainage : Ground Water Level : Boring Finish : 25-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

24.00 24.45 SPT16 63 28 Hard brown sandy silt, low plastic (CL) 9 42 39 10 32.4 23.2 9.2 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

25.50 25.95 SPT17 53 24 - with gravel, 24.0 to 25.5 m 0 33 56 11 33.3 23.2 10.0 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A

26.25 26.55 UDS9 #N/A #N/A #N/A #N/A #N/A 33.3 23.2 10.0 1.83 1.69 8.1 #N/A #N/A #N/A #N/A #N/A UC 1.9

27.00 27.45 SPT18 52 24 0 37 53 10 32.9 23.2 9.6 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A

28.50 28.95 SPT19 60 26 - with traces of gravel, 28.5 to 30.45 m 4 39 48 9 32.5 23.2 9.3 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

29.25 29.55 UDS10 #N/A #N/A #N/A #N/A #N/A 33.2 23.2 10.0 2.05 1.85 10.8 #N/A DS 1,2,3 0.0 32.7

30.00 30.45 SPT20 57 24 30.45 1 19 67 13 32.9 23.2 9.6 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C22 : Plate 3 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Standard Penetration Test

IS : 2131-1981, RA-2007

Borehole Details

SPT Symbol Borehole Number Section

Field
BH-C22 Saket to Tughlakabad
Corrected

Field (N) & Corrected (N') SPT Value

0 20 40 60 80 100
0.0

4.0

8.0

12.0
Depth, m

16.0

20.0

24.0

28.0

32.0

Field & Corrected SPT Values vs. Depth

Project No. 217033-C Appendix-C22 : Plate 4 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Atterberg Test
IS : 2720 (Part-5)-1985, RA-2010

60

A-Line : 0.73(LL-20)
50

CH
CI

40
L I Q U I D L I M I T, WL
Plasticity Index, Ip (%)

30

CL

20
A Line BH-C22
MH or OH

10
MI or OI
CL-ML ML or
ML OL
0
0 10 20 30 40 50 60 70 80 90 100
Liquid Limit, (%)

Plasticity Chart
Project No. 217033-C Appendix-C22 : Plate 5 of 20
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C22 1.50 Sandy silt with gravel (CL) 9 23 54 14 0.050 0.008

BH-C22 3.00 Sandy silt (CL) 0 31 55 14 0.049 0.008

Sandy silt with traces of gravel

BH-C22 4.50 1 28 57 14 0.044 0.007
(CL)
Sandy silt with traces of gravel
BH-C22 6.00 2 34 51 13 0.063 0.009
(CL)

BH-C22 7.50 Sandy silt with gravel (CL) 5 26 55 14 0.048 0.008

Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C22 , Depth: 1.5 m

Borehole No: C22 , Depth: 3 m

20
Borehole No: C22 , Depth: 4.5 m

Borehole No: C22 , Depth: 6 m

10
Borehole No: C22 , Depth: 7.5 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C22 : Plate 6 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C22 9.00 Sandy silt with gravel (CL) 12 26 50 12 0.069 0.010

BH-C22 10.50 Sandy silt with gravel (CL) 10 29 49 12 0.074 0.010

Sandy silt with traces of gravel

BH-C22 12.00 3 17 64 16 0.025 0.006
(CL)

BH-C22 13.50 Sandy silt (CL) 0 20 68 12 0.025 0.007

BH-C22 15.00 Sandy silt with gravel (CL) 9 33 46 12 0.113 0.011

Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE

100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C22 , Depth: 9 m

Borehole No: C22 , Depth: 10.5 m

20
Borehole No: C22 , Depth: 12 m

Borehole No: C22 , Depth: 13.5 m

10
Borehole No: C22 , Depth: 15 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C22 : Plate 7 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C22 16.50 Sandy silt (CL) 0 31 57 12 0.048 0.008

Sandy silt with traces of gravel
BH-C22 18.00 1 26 59 14 0.038 0.007
(CL)

BH-C22 19.50 Sandy silt with gravel (CL) 9 27 51 13 0.063 0.009

BH-C22 21.00 Sandy silt (CL) 0 34 53 13 0.057 0.009

BH-C22 22.50 Sandy silt (CL) 0 30 56 14 0.045 0.007

Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE

100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C22 , Depth: 16.5 m

Borehole No: C22 , Depth: 18 m

20
Borehole No: C22 , Depth: 19.5 m

10 Borehole No: C22 , Depth: 21 m

Borehole No: C22 , Depth: 22.5 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C22 : Plate 8 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C22 24.00 Sandy silt (CL) 9 42 39 10 0.261 0.015 0.002 #### 0.43

BH-C22 25.50 Sandy silt (CL) 0 33 56 11 0.054 0.007

BH-C22 27.00 Sandy silt (CL) 0 37 53 10 0.067 0.008 0.002 33.5 0.48

Sandy silt with traces of gravel

BH-C22 28.50 4 39 48 9 0.110 0.010 0.002 55.0 0.45
(CL)
Sandy silt with traces of gravel
BH-C22 30.00 1 19 67 13 0.025 0.006
(CL)
Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C22 , Depth: 24 m

20 Borehole No: C22 , Depth: 25.5 m

Borehole No: C22 , Depth: 27 m

10 Borehole No: C22 , Depth: 28.5 m

Borehole No: C22 , Depth: 30 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C22 : Plate 9 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C22 Sample Depth: 5.25 m

Sample Details

Sample No.: UDS2 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.60

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 30.1 degrees

2.5

2.0

y = 0.5791x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C22 : Plate 10 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C22 Sample Depth: 11.25 m

Sample Details

Sample No.: UDS4 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.65

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 30.8 degrees

2.5

2.0

y = 0.5952x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C22 : Plate 11 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C22 Sample Depth: 17.25 m

Sample Details

Sample No.: UDS6 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.67

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 31.7 degrees

2.5

2.0
y = 0.6174x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C22 : Plate 12 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C22 Sample Depth: 23.25 m

Sample Details

Sample No.: UDS8 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.73

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 32.1 degrees

2.5

2.0
y = 0.6274x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C22 : Plate 13 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C22 Sample Depth: 29.25 m

Sample Details

Sample No.: UDS10 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.85

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 32.7 degrees

2.5

2.0
y = 0.6415x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C22 : Plate 14 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C22 Initial moisture content : 5.6% Preconsolidation Pressure (PC) kg/cm : 0.80
Sample Details

Test Results
Sample Depth, m: 2.25 Final moisture content : 6.9% Overconsolidation Ratio (OCR): 1.6

Sample No. : UDS-1 Initial Void Ratio before test (eo): 0.71 Compression Index (Cc1) for p < pc: 0.022

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.49 Compression Index (Cc2) for p > pc: 0.155

1.00
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.90 CC1 = Compression Index for stress
0.25 - 0.5 7.1E-02
level less than preconsolidation
0.5 - 1.0 1.6E-02
9.4E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.2E-03
0.80 2.0 - 4.0 greater than preconsolidation
2.9E-03
4.0 - 8.0 pressure

eo = 0.71
0.70
Void Ratio, e

0.60

0.50 Lab Curve

0.40
Pc = 0.72 kg/sqcm

Loading Curve
Po = 0.38 kg/sqcm

Unloading Curve
Extrapolated Loading Curve
0.30
0.42 eo
Unloading Points
Field Curve
Loading Points
0.20

0.10
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C22 : Plate 15 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C22 Initial moisture content : 7.9% Preconsolidation Pressure (PC) kg/cm : 2.70
Sample Details

Test Results
Sample Depth, m: 8.25 Final moisture content : 8.6% Overconsolidation Ratio (OCR): 1.9

Sample No. : UDS-3 Initial Void Ratio before test (eo): 0.62 Compression Index (Cc1) for p < pc: 0.022

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.41 Compression Index (Cc2) for p > pc: 0.197

0.90
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
2 2/
(kg/cm ) mv,(cm kg) Pc = Preconsolidation Pressure
0.80 CC1 = Compression Index for stress
0.25 - 0.5 6.0E-02
level less than preconsolidation
0.5 - 1.0 2.7E-02
8.1E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.9E-03
2.0 - 4.0 greater than preconsolidation
2.8E-03
0.70 4.0 - 8.0 pressure

eo = 0.62
0.60
Void Ratio, e

0.50

Lab Curve
0.40

Loading Curve
Unloading Curve
Pc = 2.08 kg/sqcm
Po = 1.4 kg/sqcm

0.30
Extrapolated Loading Curve
0.42 eo Unloading Points
Field Curve
Loading Points
0.20

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C22 : Plate 16 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C22 Initial moisture content : 9% Preconsolidation Pressure (PC) kg/cm : 5.50
Sample Details

Test Results
Sample Depth, m: 14.25 Final moisture content : 10.2% Overconsolidation Ratio (OCR): 2.0

Sample No. : UDS-5 Initial Void Ratio before test (eo): 0.61 Compression Index (Cc1) for p < pc: 0.020

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.39 Compression Index (Cc2) for p > pc: 0.192

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.80 CC1 = Compression Index for stress
0.25 - 0.5 7.5E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
8.9E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.2E-03
2.0 - 4.0 greater than preconsolidation
0.70 3.7E-03
4.0 - 8.0 pressure

eo = 0.61
0.60
Void Ratio, e

0.50

Lab Curve Field Curve

0.40

Loading Curve
Unloading Curve
Pc = 4.91 kg/sqcm

0.30
Po = 2.57 kg/sqcm

Extrapolated Loading Curve

0.42 eo Unloading Points
Field Curve
Loading Points
0.20

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C22 : Plate 17 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C22 Initial moisture content : 8.9% Preconsolidation Pressure (PC) kg/cm : 7.40
Sample Details

Test Results
Sample Depth, m: 20.25 Final moisture content : 9.8% Overconsolidation Ratio (OCR): 2.1

Sample No. : UDS-7 Initial Void Ratio before test (eo): 0.59 Compression Index (Cc1) for p < pc: 0.015

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.37 Compression Index (Cc2) for p > pc: 0.305

0.90
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.80 CC1 = Compression Index for stress
0.25 - 0.5 6.9E-02
level less than preconsolidation
0.5 - 1.0 1.8E-02
9.1E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.0E-03
2.0 - 4.0 greater than preconsolidation
0.70 3.9E-03
4.0 - 8.0 pressure

0.60
eo = 0.59
Void Ratio, e

0.50

0.40 Field Curve

Lab Curve

Loading Curve
Unloading Curve
0.30
Extrapolated Loading Curve
Pc = 7.62 kg/sqcm
Po = 3.75 kg/sqcm

Unloading Points
0.42 eo
Field Curve
Loading Points
0.20

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C22 : Plate 18 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C22 Initial moisture content : 8.1% Preconsolidation Pressure (PC) kg/cm : 10.50
Sample Details

Test Results
Sample Depth, m: 26.25 Final moisture content : 8.9% Overconsolidation Ratio (OCR): 2.3

Sample No. : UDS-9 Initial Void Ratio before test (eo): 0.59 Compression Index (Cc1) for p < pc: 0.017

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.37 Compression Index (Cc2) for p > pc: 0.406

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.80 CC1 = Compression Index for stress
0.25 - 0.5 7.1E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
9.2E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.5E-03
2.0 - 4.0 greater than preconsolidation
0.70 3.4E-03
4.0 - 8.0 pressure

0.60
eo = 0.59
Void Ratio, e

0.50

0.40 Field Curve

Lab Curve

Loading Curve
Unloading Curve
0.30
Pc = 10.65 kg/sqcm

Extrapolated Loading Curve

Po = 5.04 kg/sqcm

Unloading Points
0.42 eo
Field Curve

0.20 Loading Points

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C22 : Plate 19 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil-Water Extract Test Results

Sulphate Content Chloride Content

Borehole No. Depth, (m) pH Value
(SO3), % (Cl), %

BH-C22 16.5 0.09 0.02 7.7

Chemical Test Results

Consolidation Test Results

Preconsolidation Compression Index
Overconsolidation
Borehole No. Depth, (m) Pressure (PC)
Ratio (OCR) (Cc1) (Cc2)
kg/cm2:

2.25 0.80 1.60 0.022 0.155

8.25 2.70 1.90 0.022 0.197

BH-C22 14.25 5.50 2.00 0.020 0.192

20.25 7.40 2.10 0.015 0.305

26.25 10.50 2.30 0.017 0.406

Consolidation Test Results

Project No. 217033-C Appendix-C22 : Plate 20 of 20

 APPENDIX- BH-C23

Caption Plate
Soil Profiles 1 to 3
Standard Penetration Test Results 4
Plasticity Chart 5
Grain Size Analysis 6 to 9
Shear Test Results 10 to 14
Consolidation Test Results 15 to 19
Chemical Test Results 20
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C23)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 718160 E, 3156319 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 23-May-17

Chainage : Ground Water Level : Boring Finish : 24-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

0.00 1.00 DS1 #N/A Utility Pit 1.50 #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A
Stiff to very stiff brown sandy silt, low
1.50 1.95 SPT1 12 17 1 26 58 15 32.9 24.1 8.7 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A
plastic (CL)
2.25 2.55 UDS1 #N/A - stiff, 1.5 to 7.5 m #N/A #N/A #N/A #N/A 32.4 23.2 9.2 1.81 1.61 12.3 #N/A #N/A #N/A #N/A #N/A UC 0.7

3.00 3.45 SPT2 10 12 0 23 61 16 32.9 22.2 10.6 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

4.50 4.95 SPT3 8 9 - with traces of gravel, 1.5 to 2.0 m 1 41 46 12 32.4 21.2 11.2 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

5.25 5.55 UDS2 #N/A - with traces of gravel, 4.5 to 5.0 m #N/A #N/A #N/A #N/A 33.3 23.3 10.0 1.85 1.64 12.9 #N/A DS 0.5,1,1.5 0.0 28.5

6.00 6.45 SPT4 11 11 0 37 50 13 32.5 21.4 11.1 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

7.50 7.95 SPT5 15 14 - very stiff, 7.5 to 11.5 m 0 31 54 15 31.9 22.3 9.6 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

8.25 8.55 UDS3 #N/A #N/A #N/A #N/A #N/A 32.1 21.5 10.6 1.83 1.62 12.9 #N/A #N/A #N/A #N/A #N/A UC 0.9

9.00 9.45 SPT6 17 14 - with traces of gravel, 9.0 to 10.5 m 1 35 51 13 32.9 23.2 9.6 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

10.50 10.95 SPT7 19 15 0 36 52 12 32.4 24.3 8.2 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A

11.25 11.55 UDS4 #N/A #N/A #N/A #N/A #N/A 32.9 23.3 9.6 1.84 1.65 11.2 #N/A DS 0.5,1,1.5 0.0 30.1 UC 1.0

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C23 : Plate 1 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C23)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 718160 E, 3156319 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 23-May-17

Chainage : Ground Water Level : Boring Finish : 24-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

Very stiff brown sandy silt, low plastic

12.00 12.45 SPT8 41 24 1 42 46 11 32.3 24.1 8.1 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A
(CL)
13.50 13.95 SPT9 43 24 - hard, 12.0 to 15.0 m 0 32 54 14 32.9 25.2 7.6 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

14.25 14.55 UDS5 #N/A - with traces of gravel, 12.0 to 13.5 m #N/A #N/A #N/A #N/A 33.2 24.2 9.0 1.84 1.67 10.5 #N/A #N/A #N/A #N/A #N/A

15.00 15.45 SPT10 23 16 - very stiff, 15.0 to 18.0 m 17 16 53 14 34.9 23.3 11.6 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

16.50 16.95 SPT11 29 29 - with gravel, 15.0 to 17.0 m 8 32 47 13 35.0 24.2 10.8 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A

17.25 17.55 UDS6 #N/A #N/A #N/A #N/A #N/A 32.3 24.1 8.2 1.82 1.67 8.7 #N/A DS 1,2,3 0.0 29.9 UC 1.4

18.00 18.45 SPT12 31 19 - hard, 18.0 to 23.5 m 7 29 50 14 32.4 23.2 9.2 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A

19.50 19.95 SPT13 38 19 - with gravel, 18.0 to 19.5 m 1 21 61 17 34.3 22.3 12.0 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A

20.25 20.55 UDS7 #N/A - with traces of gravel, 19.5 to 20.0 m #N/A #N/A #N/A #N/A 31.3 23.2 8.0 1.89 1.68 12.7 #N/A #N/A #N/A #N/A #N/A UC 1.7

21.00 21.45 SPT14 58 24 - with gravel, 21.0 to 22.5 m 8 30 49 13 32.2 21.2 11.0 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

22.50 22.95 SPT15 58 23 0 31 54 15 32.3 22.2 10.0 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

23.25 23.55 UDS8 #N/A #N/A #N/A #N/A #N/A 31.3 23.1 8.1 1.92 1.73 11.4 #N/A DS 1,2,3 0.0 30.7

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C23 : Plate 2 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C23)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 718160 E, 3156319 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 23-May-17

Chainage : Ground Water Level : Boring Finish : 24-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

24.00 24.45 SPT16 64 24 Hard brown sandy silt, low plastic (CL) 0 35 51 14 31.3 23.2 8.0 #N/A #N/A 2.63 #N/A #N/A #N/A #N/A

25.50 25.95 SPT17 50 20 - with traces of gravel, 25.5 to 26.0 m 2 32 52 14 33.3 21.4 11.8 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

26.25 26.55 UDS9 #N/A #N/A #N/A #N/A #N/A 31.3 24.1 7.1 1.91 1.71 11.4 #N/A #N/A #N/A #N/A #N/A

27.00 27.45 SPT18 52 20 0 32 54 14 31.3 23.2 8.1 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

28.50 28.95 SPT19 49 19 - with gravel, 28.5 to 29.0 m 14 37 39 10 31.3 24.3 7.0 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

29.25 29.55 UDS10 #N/A #N/A #N/A #N/A #N/A 33.3 23.3 10.0 1.89 1.73 9.4 #N/A DS 1,2,3 0.0 31.2

30.00 30.45 SPT20 52 19 30.45 0 36 51 13 31.3 22.5 8.8 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C23 : Plate 3 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Standard Penetration Test

IS : 2131-1981, RA-2007

Borehole Details

SPT Symbol Borehole Number Section

Field
BH-C23 Saket to Tughlakabad
Corrected

Field (N) & Corrected (N') SPT Value

0 20 40 60 80 100
0.0

4.0

8.0

12.0
Depth, m

16.0

20.0

24.0

28.0

32.0

Field & Corrected SPT Values vs. Depth

Project No. 217033-C Appendix-C23 : Plate 4 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Atterberg Test
IS : 2720 (Part-5)-1985, RA-2010

60

A-Line : 0.73(LL-20)
50

CH
CI

40
L I Q U I D L I M I T, WL
Plasticity Index, Ip (%)

30

CL

20
A Line BH-C23
MH or OH

10
MI or OI
CL-ML ML or
ML OL
0
0 10 20 30 40 50 60 70 80 90 100
Liquid Limit, (%)

Plasticity Chart
Project No. 217033-C Appendix-C23 : Plate 5 of 20
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

Sandy silt with traces of gravel

BH-C23 1.50 1 26 58 15 0.038 0.008
(CL)

BH-C23 3.00 Sandy silt (CL) 0 23 61 16 0.029 0.007

Sandy silt with traces of gravel

BH-C23 4.50 1 41 46 12 0.099 0.015
(CL)

BH-C23 6.00 Sandy silt (CL) 0 37 50 13 0.066 0.012

BH-C23 7.50 Sandy silt (CL) 0 31 54 15 0.047 0.009

Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C23 , Depth: 1.5 m

Borehole No: C23 , Depth: 3 m

20
Borehole No: C23 , Depth: 4.5 m

Borehole No: C23 , Depth: 6 m

10
Borehole No: C23 , Depth: 7.5 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C23 : Plate 6 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

Sandy silt with traces of gravel

BH-C23 9.00 1 35 51 13 0.065 0.012
(CL)

BH-C23 10.50 Sandy silt (CL) 0 36 52 12 0.062 0.012

Sandy silt with traces of gravel

BH-C23 12.00 1 42 46 11 0.147 0.016
(CL)

BH-C23 13.50 Sandy silt (CL) 0 32 54 14 0.051 0.010

BH-C23 15.00 Sandy silt with gravel (CL) 17 16 53 14 0.053 0.008

Hydrometer Analysis Sieve Analysis

SAND GRAVEL
CLAY SILT
FINE MEDIUM COARSE FINE COARSE

100

90

80

70
% Finer by Weight

60

50

40

30 Borehole No: C23 , Depth: 9 m

Borehole No: C23 , Depth: 10.5 m

20 Borehole No: C23 , Depth: 12 m

Borehole No: C23 , Depth: 13.5 m

10
Borehole No: C23 , Depth: 15 m

0
0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C23 : Plate 7 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C23 16.50 Sandy silt with gravel (CL) 8 32 47 13 0.110 0.011

BH-C23 18.00 Sandy silt with gravel (CL) 7 29 50 14 0.063 0.009

Sandy silt with traces of gravel

BH-C23 19.50 1 21 61 17 0.027 0.006
(CL)

BH-C23 21.00 Sandy silt with gravel (CL) 8 30 49 13 0.067 0.010

BH-C23 22.50 Sandy silt (CL) 0 31 54 15 0.050 0.008

Hydrometer Analysis Sieve Analysis

SAND GRAVEL
CLAY SILT
FINE MEDIUM COARSE FINE COARSE

100

90

80

70
% Finer by Weight

60

50

40

30 Borehole No: C23 , Depth: 16.5 m

Borehole No: C23 , Depth: 18 m

20
Borehole No: C23 , Depth: 19.5 m

Borehole No: C23 , Depth: 21 m

10
Borehole No: C23 , Depth: 22.5 m

0
0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C23 : Plate 8 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C23 24.00 Sandy silt (CL) 0 35 51 14 0.060 0.009

Sandy silt with traces of gravel
BH-C23 25.50 2 32 52 14 0.057 0.009
(CL)

BH-C23 27.00 Sandy silt (CL) 0 32 54 14 0.052 0.008

BH-C23 28.50 Sandy silt with gravel (CL) 14 37 39 10 0.451 0.017 0.002 226 0.32

BH-C23 30.00 Sandy silt (CL) 0 36 51 13 0.065 0.010

Hydrometer Analysis Sieve Analysis

SAND GRAVEL
CLAY SILT
FINE MEDIUM COARSE FINE COARSE

100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C23 , Depth: 24 m

Borehole No: C23 , Depth: 25.5 m

20
Borehole No: C23 , Depth: 27 m

Borehole No: C23 , Depth: 28.5 m

10
Borehole No: C23 , Depth: 30 m

0
0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C23 : Plate 9 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C23 Sample Depth: 5.25 m

Sample Details

Sample No.: UDS2 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.64

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 28.5 degrees

2.5

2.0

y = 0.5428x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C23 : Plate 10 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C23 Sample Depth: 11.25 m

Sample Details

Sample No.: UDS4 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.65

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 30.1 degrees

2.5

2.0

y = 0.5791x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C23 : Plate 11 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C23 Sample Depth: 17.25 m

Sample Details

Sample No.: UDS6 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.67

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 29.9 degrees

2.5

2.0

y = 0.5751x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C23 : Plate 12 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C23 Sample Depth: 23.25 m

Sample Details

Sample No.: UDS8 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.73

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 30.7 degrees

2.5

2.0

y = 0.5932x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C23 : Plate 13 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C23 Sample Depth: 29.25 m

Sample Details

Sample No.: UDS10 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.73

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 31.2 degrees

2.5

2.0

y = 0.6053x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C23 : Plate 14 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C23 Initial moisture content : 12.3% Preconsolidation Pressure (PC) kg/cm : 0.50
Sample Details

Test Results
Sample Depth, m: 2.25 Final moisture content : 13.4% Overconsolidation Ratio (OCR): 1.6

Sample No. : UDS-1 Initial Void Ratio before test (eo): 0.66 Compression Index (Cc1) for p < pc: 0.024

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.45 Compression Index (Cc2) for p > pc: 0.140

1.00
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
2 2/
(kg/cm ) mv,(cm kg) Pc = Preconsolidation Pressure
0.90 CC1 = Compression Index for stress
0.25 - 0.5 7.1E-02
level less than preconsolidation
0.5 - 1.0 1.6E-02
9.4E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.2E-03
0.80 2.0 - 4.0
2.9E-03 greater than preconsolidation
4.0 - 8.0 pressure

0.70
eo = 0.66
Void Ratio, e

0.60

0.50
Lab Curve

0.40
Loading Curve
kg/sqcm

Unloading Curve
0.64kg/sqcm

Extrapolated Loading Curve

0.30
Unloading Points
Pc==0.38

0.42 eo
Field Curve
Po

Loading Points
0.20

0.10
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C23 : Plate 15 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C23 Initial moisture content : 12.9% Preconsolidation Pressure (PC) kg/cm : 2.10
Sample Details

Test Results
Sample Depth, m: 8.25 Final moisture content : 13.5% Overconsolidation Ratio (OCR): 1.6

Sample No. : UDS-3 Initial Void Ratio before test (eo): 0.65 Compression Index (Cc1) for p < pc: 0.020

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.43 Compression Index (Cc2) for p > pc: 0.197

1.00
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
2 2/
(kg/cm ) mv,(cm kg) Pc = Preconsolidation Pressure
0.90 CC1 = Compression Index for stress
0.25 - 0.5 6.0E-02
level less than preconsolidation
0.5 - 1.0 2.7E-02
8.1E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.9E-03
0.80 2.0 - 4.0
2.8E-03 greater than preconsolidation
4.0 - 8.0 pressure

0.70

eo = 0.65
Void Ratio, e

0.60

0.50

Lab Curve

0.40
Loading Curve
Unloading Curve
kg/sqcm
kg/sqcm

Extrapolated Loading Curve

0.30
Unloading Points
2.34

0.42 eo
Pc==1.4

Field Curve
Po

Loading Points
0.20

0.10
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C23 : Plate 16 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C23 Initial moisture content : 10.5% Preconsolidation Pressure (PC) kg/cm : 5.40
Sample Details

Test Results
Sample Depth, m: 14.25 Final moisture content : 11.9% Overconsolidation Ratio (OCR): 2.0

Sample No. : UDS-5 Initial Void Ratio before test (eo): 0.60 Compression Index (Cc1) for p < pc: 0.018

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.38 Compression Index (Cc2) for p > pc: 0.192

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
2 2/
0.80 (kg/cm ) mv,(cm kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.25 - 0.5 7.5E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
8.9E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.2E-03
0.70 2.0 - 4.0 greater than preconsolidation
3.7E-03
4.0 - 8.0 pressure

eo = 0.6
0.60
Void Ratio, e

0.50

Field Curve
0.40 Lab Curve

Loading Curve
Unloading Curve
0.30
Pc = 5.11 kg/sqcm
Po = 2.57 kg/sqcm

Extrapolated Loading Curve

Unloading Points
0.42 eo
Field Curve

0.20 Loading Points

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C23 : Plate 17 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C23 Initial moisture content : 12.7% Preconsolidation Pressure (PC) kg/cm : 7.60
Sample Details

Test Results
Sample Depth, m: 20.25 Final moisture content : 12.3% Overconsolidation Ratio (OCR): 2.1

Sample No. : UDS-7 Initial Void Ratio before test (eo): 0.60 Compression Index (Cc1) for p < pc: 0.016

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.38 Compression Index (Cc2) for p > pc: 0.305

0.90
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.80 CC1 = Compression Index for stress
0.25 - 0.5 6.9E-02
level less than preconsolidation
0.5 - 1.0 1.8E-02
9.1E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.0E-03
2.0 - 4.0 greater than preconsolidation
0.70 3.9E-03
4.0 - 8.0 pressure

0.60
eo = 0.6
Void Ratio, e

0.50

0.40 Lab Curve Field Curve

Loading Curve
Unloading Curve
0.30
Pc = 7.52 kg/sqcm

Extrapolated Loading Curve

Po = 3.75 kg/sqcm

Unloading Points
0.42 eo
Field Curve

0.20 Loading Points

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C23 : Plate 18 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C23 Initial moisture content : 11.4% Preconsolidation Pressure (PC) kg/cm : 11.50
Sample Details

Test Results
Sample Depth, m: 26.25 Final moisture content : 12.2% Overconsolidation Ratio (OCR): 2.3

Sample No. : UDS-9 Initial Void Ratio before test (eo): 0.57 Compression Index (Cc1) for p < pc: 0.015

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.35 Compression Index (Cc2) for p > pc: 0.333

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.80 CC1 = Compression Index for stress
0.25 - 0.5 7.1E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
9.2E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.5E-03
2.0 - 4.0 greater than preconsolidation
0.70 3.4E-03
4.0 - 8.0 pressure

0.60
eo = 0.57
Void Ratio, e

0.50

0.40
Field Curve
Lab Curve
Loading Curve
Unloading Curve
0.30
Extrapolated Loading Curve
Pc = 11.11 kg/sqcm
Po = 5.04 kg/sqcm

Unloading Points
0.42 eo Field Curve

0.20 Loading Points

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C23 : Plate 19 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil-Water Extract Test Results

Sulphate Content Chloride Content

Borehole No. Depth, (m) pH Value
(SO3), % (Cl), %

BH-C23 16.5 0.09 0.01 7.6

Chemical Test Results

Consolidation Test Results

Preconsolidation Compression Index
Overconsolidation
Borehole No. Depth, (m) Pressure (PC)
Ratio (OCR) (Cc1) (Cc2)
kg/cm2:

2.25 0.50 1.60 0.024 0.140

8.25 2.10 1.60 0.020 0.197

BH-C23 14.25 5.40 2.00 0.018 0.192

20.25 7.60 2.10 0.016 0.305

26.25 11.50 2.30 0.015 0.333

Consolidation Test Results

Project No. 217033-C Appendix-C23 : Plate 20 of 20

 APPENDIX- BH-C24

Caption Plate
Soil Profiles 1 to 3
Standard Penetration Test Results 4
Plasticity Chart 5
Grain Size Analysis 6 to 9
Shear Test Results 10 to 14
Consolidation Test Results 15 to 19
Chemical Test Results 20
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C24)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 718301 E, 3156272 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 23-May-17

Chainage : Ground Water Level : Boring Finish : 24-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

0.00 1.00 DS1 #N/A Utility Pit 1.50 #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A
Stiff to very stiff brown sandy silt, low
1.50 1.95 SPT1 13 17 2 24 57 17 32.3 24.1 8.1 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A
plastic (CL)
2.25 2.55 UDS1 #N/A - stiff, 1.5 to 3.0 m #N/A #N/A #N/A #N/A 31.3 23.2 8.0 1.77 1.67 5.8 #N/A #N/A #N/A #N/A #N/A UC 0.8

3.00 3.45 SPT2 15 17 - very stiff, 3.0 to 11.5 m 0 20 62 18 33.2 22.2 11.0 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A

4.50 4.95 SPT3 16 16 - with traces of gravel, 1.5 to 2.0 m 2 28 54 16 33.2 21.2 12.0 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

5.25 5.55 UDS2 #N/A - with tracs of gravel, 4.5 to 5.0 m #N/A #N/A #N/A #N/A 31.3 23.3 8.0 1.87 1.74 7.4 #N/A DS 0.5,1,1.5 0.0 29.7 UC 0.9

6.00 6.45 SPT4 23 19 0 42 45 13 33.2 21.4 11.8 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

7.50 7.95 SPT5 26 19 - with tracs of gravel, 7.5 to 8.0 m 2 38 47 13 31.9 22.3 9.6 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

8.25 8.55 UDS3 #N/A #N/A #N/A #N/A #N/A 32.2 21.5 10.7 1.89 1.75 7.7 #N/A #N/A #N/A #N/A #N/A

9.00 9.45 SPT6 26 19 0 41 46 13 32.1 23.2 8.9 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

10.50 10.95 SPT7 28 19 - with traces of gravel, 10.5 to 11.0 m 2 20 60 18 31.3 24.3 7.0 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

11.25 11.55 UDS4 #N/A #N/A #N/A #N/A #N/A 32.5 23.3 9.3 1.91 1.76 8.3 #N/A DS 0.5,1,1.5 0.0 30.3 UC 1.3

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C24 : Plate 1 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C24)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 718301 E, 3156272 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 23-May-17

Chainage : Ground Water Level : Boring Finish : 24-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

Very stiff to hard brown sandy silt, low

12.00 12.45 SPT8 29 18 0 40 47 13 33.3 24.1 9.2 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A
plastic (CL)
13.50 13.95 SPT9 28 17 - very stiff, 12.0 to 16.5 m 0 43 44 13 34.5 25.2 9.3 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

14.25 14.55 UDS5 #N/A #N/A #N/A #N/A #N/A 32.5 24.2 8.3 1.71 1.58 8.5 #N/A #N/A #N/A #N/A #N/A UC 1.6

15.00 15.45 SPT10 27 27 0 44 49 7 36.5 23.3 13.3 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

16.50 16.95 SPT11 33 18 - hard, 16.5 to 23.5 m 0 41 45 14 34.6 24.2 10.4 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A

17.25 17.55 UDS6 #N/A #N/A #N/A #N/A #N/A 35.6 24.1 11.5 1.85 1.73 7.1 #N/A DS 1,2,3 0.0 30.5

18.00 18.45 SPT12 38 19 - with traces of gravel, 18.0 to 19.5 m 2 43 46 9 34.2 23.2 11.0 #N/A #N/A 2.63 #N/A #N/A #N/A #N/A

19.50 19.95 SPT13 40 19 0 43 44 13 33.3 22.3 11.0 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

20.25 20.55 UDS7 #N/A #N/A #N/A #N/A #N/A 32.3 23.2 9.0 1.96 1.80 8.8 #N/A #N/A #N/A #N/A #N/A UC 1.7

21.00 21.45 SPT14 39 18 0 20 62 18 32.5 21.2 11.3 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

22.50 22.95 SPT15 43 19 0 24 63 13 33.3 22.2 11.0 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

23.25 23.55 UDS8 #N/A #N/A #N/A #N/A #N/A 33.3 23.1 10.1 1.95 1.79 9.2 #N/A DS 1,2,3 0.0 31.3

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C24 : Plate 2 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C24)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 718301 E, 3156272 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 23-May-17

Chainage : Ground Water Level : Boring Finish : 24-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

24.00 24.45 SPT16 45 19 Hard brown sandy silt, low plastic (CL) 2 27 55 16 34.3 23.2 11.0 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

25.50 25.95 SPT17 47 19 - with traces of gravel, 24.0 to 25.5 m 0 29 55 16 32.5 21.4 11.1 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A

26.25 26.55 UDS9 #N/A #N/A #N/A #N/A #N/A 33.3 24.1 9.1 1.94 1.77 9.6 #N/A #N/A #N/A #N/A #N/A

27.00 27.45 SPT18 49 19 0 41 46 13 34.0 23.2 10.8 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

28.50 28.95 SPT19 51 19 0 23 60 17 33.7 24.3 9.5 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A

29.25 29.55 UDS10 #N/A - with traces of gravel, 30.0 to 30.45 m #N/A #N/A #N/A #N/A 33.3 23.3 10.0 1.99 1.81 9.9 #N/A DS 1,2,3 0.0 31.8

30.00 30.45 SPT20 55 20 30.45 2 38 47 13 32.7 23.0 9.7 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C24 : Plate 3 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Standard Penetration Test

IS : 2131-1981, RA-2007

Borehole Details

SPT Symbol Borehole Number Section

Field
BH-C24 Saket to Tughlakabad
Corrected

Field (N) & Corrected (N') SPT Value

0 20 40 60 80 100
0.0

4.0

8.0

12.0
Depth, m

16.0

20.0

24.0

28.0

32.0

Field & Corrected SPT Values vs. Depth

Project No. 217033-C Appendix-C24 : Plate 4 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Atterberg Test
IS : 2720 (Part-5)-1985, RA-2010

60

A-Line : 0.73(LL-20)
50

CH
CI

40
L I Q U I D L I M I T, WL
Plasticity Index, Ip (%)

30

CL

20
A Line BH-C24
MH or OH

10
MI or OI
CL-ML ML or
ML OL
0
0 10 20 30 40 50 60 70 80 90 100
Liquid Limit, (%)

Plasticity Chart
Project No. 217033-C Appendix-C24 : Plate 5 of 20
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

Sandy silt with traces of gravel

BH-C24 1.50 2 24 57 17 0.042 0.010
(CL)

BH-C24 3.00 Sandy silt (CL) 0 20 62 18 0.030 0.008

Sandy silt with traces of gravel

BH-C24 4.50 2 28 54 16 0.051 0.012
(CL)

BH-C24 6.00 Sandy silt (CL) 0 42 45 13 0.084 0.016

Sandy silt with traces of gravel

BH-C24 7.50 2 38 47 13 0.081 0.016
(CL)
Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C24 , Depth: 1.5 m

Borehole No: C24 , Depth: 3 m

20
Borehole No: C24 , Depth: 4.5 m

10 Borehole No: C24 , Depth: 6 m

Borehole No: C24 , Depth: 7.5 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C24 : Plate 6 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C24 9.00 Sandy silt (CL) 0 41 46 13 0.083 0.016

Sandy silt with traces of gravel
BH-C24 10.50 2 20 60 18 0.034 0.009
(CL)

BH-C24 12.00 Sandy silt (CL) 0 40 47 13 0.079 0.016

BH-C24 13.50 Sandy silt (CL) 0 43 44 13 0.090 0.017

BH-C24 15.00 Sandy silt (CL) 0 44 49 7 0.095 0.009 0.004 23.8 0.21

Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE

100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C24 , Depth: 9 m

Borehole No: C24 , Depth: 10.5 m

20
Borehole No: C24 , Depth: 12 m

Borehole No: C24 , Depth: 13.5 m

10
Borehole No: C24 , Depth: 15 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C24 : Plate 7 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C24 16.50 Sandy silt (CL) 0 41 45 14 0.085 0.016

Sandy silt with traces of gravel
BH-C24 18.00 2 43 46 9 0.104 0.013 0.003 34.7 0.54
(CL)

BH-C24 19.50 Sandy silt (CL) 0 43 44 13 0.093 0.017

BH-C24 21.00 Sandy silt (CL) 0 20 62 18 0.030 0.008

BH-C24 22.50 Sandy silt (CL) 0 24 63 13 0.037 0.009

Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C24 , Depth: 16.5 m

Borehole No: C24 , Depth: 18 m

20
Borehole No: C24 , Depth: 19.5 m

Borehole No: C24 , Depth: 21 m

10
Borehole No: C24 , Depth: 22.5 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C24 : Plate 8 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

Sandy silt with traces of gravel

BH-C24 24.00 2 27 55 16 0.049 0.011
(CL)

BH-C24 25.50 Sandy silt (CL) 0 29 55 16 0.048 0.011

BH-C24 27.00 Sandy silt (CL) 0 41 46 13 0.080 0.016

BH-C24 28.50 Sandy silt (CL) 0 23 60 17 0.035 0.009

Sandy silt with traces of gravel

BH-C24 30.00 2 38 47 13 0.081 0.016
(CL)
Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C24 , Depth: 24 m

Borehole No: C24 , Depth: 25.5 m

20
Borehole No: C24 , Depth: 27 m

Borehole No: C24 , Depth: 28.5 m

10
Borehole No: C24 , Depth: 30 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C24 : Plate 9 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C24 Sample Depth: 5.25 m

Sample Details

Sample No.: UDS2 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.74

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 29.7 degrees

2.5

2.0

y = 0.5711x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C24 : Plate 10 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C24 Sample Depth: 11.25 m

Sample Details

Sample No.: UDS4 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.76

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 30.3 degrees

2.5

2.0

y = 0.5852x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C24 : Plate 11 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C24 Sample Depth: 17.25 m

Sample Details

Sample No.: UDS6 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.73

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 30.5 degrees

2.5

2.0

y = 0.5892x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C24 : Plate 12 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C24 Sample Depth: 23.25 m

Sample Details

Sample No.: UDS8 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.79

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 31.3 degrees

2.5

2.0

y = 0.6073x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C24 : Plate 13 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C24 Sample Depth: 29.25 m

Sample Details

Sample No.: UDS10 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.81

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 31.8 degrees

2.5

2.0
y = 0.6194x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C24 : Plate 14 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C24 Initial moisture content : 5.8% Preconsolidation Pressure (PC) kg/cm : 0.70
Sample Details

Test Results
Sample Depth, m: 2.25 Final moisture content : 6.7% Overconsolidation Ratio (OCR): 1.7

Sample No. : UDS-1 Initial Void Ratio before test (eo): 0.60 Compression Index (Cc1) for p < pc: 0.018

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.40 Compression Index (Cc2) for p > pc: 0.155

1.00

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
0.90 2
(kg/cm )
2/
mv,(cm kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.25 - 0.5 7.1E-02
level less than preconsolidation
0.5 - 1.0 1.6E-02
0.80 9.4E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.2E-03
2.0 - 4.0 greater than preconsolidation
2.9E-03
4.0 - 8.0 pressure
0.70

eo = 0.6
0.60
Void Ratio, e

0.50

Lab Curve
0.40
Pc = 0.98 kg/sqcm
Po = 0.38 kg/sqcm

0.30 Loading Curve

Unloading Curve
0.42 eo
Extrapolated Loading Curve
0.20 Unloading Points
Field Curve
Loading Points
0.10

0.00
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C24 : Plate 15 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C24 Initial moisture content : 7.7% Preconsolidation Pressure (PC) kg/cm : 2.90
Sample Details

Test Results
Sample Depth, m: 8.25 Final moisture content : 8.5% Overconsolidation Ratio (OCR): 1.6

Sample No. : UDS-3 Initial Void Ratio before test (eo): 0.53 Compression Index (Cc1) for p < pc: 0.020

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.33 Compression Index (Cc2) for p > pc: 0.197

0.90
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
2 2/
(kg/cm ) mv,(cm kg) Pc = Preconsolidation Pressure
0.80
CC1 = Compression Index for stress
0.25 - 0.5 6.0E-02
level less than preconsolidation
0.5 - 1.0 2.7E-02
8.1E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
0.70 6.9E-03
2.0 - 4.0 greater than preconsolidation
2.8E-03
4.0 - 8.0 pressure

0.60

eo = 0.53
Void Ratio, e

0.50

0.40 Field Curve

Lab Curve

0.30
Loading Curve
kg/sqcm

Unloading Curve
2.3kg/sqcm

0.42 eo
Extrapolated Loading Curve
0.20
Unloading Points
Pc==1.4

Field Curve
Po

Loading Points
0.10

0.00
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C24 : Plate 16 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C24 Initial moisture content : 8.5% Preconsolidation Pressure (PC) kg/cm : 5.20
Sample Details

Test Results
Sample Depth, m: 14.25 Final moisture content : 9.8% Overconsolidation Ratio (OCR): 2.0

Sample No. : UDS-5 Initial Void Ratio before test (eo): 0.70 Compression Index (Cc1) for p < pc: 0.020

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.46 Compression Index (Cc2) for p > pc: 0.192

1.00
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.90 CC1 = Compression Index for stress
0.25 - 0.5 7.5E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
8.9E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.2E-03
0.80 2.0 - 4.0 greater than preconsolidation
3.7E-03
4.0 - 8.0 pressure

0.70
eo = 0.7
Void Ratio, e

0.60

0.50
Lab Curve
Field Curve

0.40
Loading Curve
Pc = 5.15 kg/sqcm
Po = 2.57 kg/sqcm

Unloading Curve
Extrapolated Loading Curve
0.42 eo
0.30
Unloading Points
Field Curve
Loading Points
0.20

0.10
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C24 : Plate 17 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C24 Initial moisture content : 8.8% Preconsolidation Pressure (PC) kg/cm : 8.10
Sample Details

Test Results
Sample Depth, m: 20.25 Final moisture content : 9.5% Overconsolidation Ratio (OCR): 2.2

Sample No. : UDS-7 Initial Void Ratio before test (eo): 0.49 Compression Index (Cc1) for p < pc: 0.015

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.29 Compression Index (Cc2) for p > pc: 0.305

0.90
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.80
CC1 = Compression Index for stress
0.25 - 0.5 6.9E-02
level less than preconsolidation
0.5 - 1.0 1.8E-02
9.1E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
0.70 6.0E-03
2.0 - 4.0 greater than preconsolidation
3.9E-03
4.0 - 8.0 pressure

0.60
Void Ratio, e

0.50
eo = 0.49

0.40
Field Curve

0.30 Lab Curve

Loading Curve
Unloading Curve
Pc = 8.41 kg/sqcm
Po = 3.75 kg/sqcm

0.42 eo
Extrapolated Loading Curve
0.20
Unloading Points
Field Curve
Loading Points
0.10

0.00
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C24 : Plate 18 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C24 Initial moisture content : 9.6% Preconsolidation Pressure (PC) kg/cm : 12.50
Sample Details

Test Results
Sample Depth, m: 26.25 Final moisture content : 10.3% Overconsolidation Ratio (OCR): 2.4

Sample No. : UDS-9 Initial Void Ratio before test (eo): 0.51 Compression Index (Cc1) for p < pc: 0.017

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.30 Compression Index (Cc2) for p > pc: 0.406

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
0.80 (kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.25 - 0.5 7.1E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
9.2E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
0.70 6.5E-03
2.0 - 4.0 greater than preconsolidation
3.4E-03
4.0 - 8.0 pressure

0.60

eo = 0.51
Void Ratio, e

0.50

0.40
Field Curve

Lab Curve
0.30
Loading Curve
Pc = 12.48 kg/sqcm

Unloading Curve
Po = 5.04 kg/sqcm

0.42 eo Extrapolated Loading Curve

0.20
Unloading Points
Field Curve
Loading Points
0.10

0.00
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C24 : Plate 19 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil-Water Extract Test Results

Sulphate Content Chloride Content

Borehole No. Depth, (m) pH Value
(SO3), % (Cl), %

BH-C24 16.5 0.08 0.02 7.7

Chemical Test Results

Consolidation Test Results

Preconsolidation Compression Index
Overconsolidation
Borehole No. Depth, (m) Pressure (PC)
Ratio (OCR) (Cc1) (Cc2)
kg/cm2:

2.25 0.70 1.70 0.018 0.155

8.25 2.90 1.60 0.020 0.197

BH-C24 14.25 5.20 2.00 0.020 0.192

20.25 8.10 2.20 0.015 0.305

26.25 12.50 2.40 0.017 0.406

Consolidation Test Results

Project No. 217033-C Appendix-C24 : Plate 20 of 20

 APPENDIX- BH-C25

Caption Plate
Soil Profiles 1 to 3
Standard Penetration Test Results 4
Plasticity Chart 5
Grain Size Analysis 6 to 9
Shear Test Results 10 to 14
Consolidation Test Results 15 to 19
Chemical Test Results 20
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C25)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 718504 E, 3156204 N Ground Water Depth : Not Met Casing Depth : 6.0 m

Survey Coordinates : Surface Elevation : Boring Start : 25-May-17

Chainage : Ground Water Level : Boring Finish : 27-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

Stiff to very stiff brown sandy silt, low

0.00 1.50 DS1 #N/A 1.50 #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A
plastic (CL)
1.50 1.95 SPT1 10 14 0 25 66 9 32.9 22.2 10.6 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

2.25 2.55 UDS1 #N/A - stiff, 1.5 to 7.5 m #N/A #N/A #N/A #N/A 32.4 23.5 8.9 1.74 1.64 5.9 #N/A #N/A #N/A #N/A #N/A

3.00 3.45 SPT2 12 14 0 30 62 8 32.9 24.1 8.7 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

4.50 4.95 SPT3 14 15 0 34 59 7 32.4 21.2 11.2 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

5.25 5.55 UDS2 #N/A #N/A #N/A #N/A #N/A 33.3 23.3 10.0 1.76 1.66 6.3 #N/A DS 0.5,1,1.5 0.0 29.5 UC 0.8

6.00 6.45 SPT4 13 13 - with traces of gravel, 7.5 to 8.0 m 0 15 75 10 32.5 21.4 11.1 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

7.50 7.95 SPT5 16 14 - very stiff, 7.5 to 11.5 m 1 35 57 7 31.9 22.3 9.6 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

8.25 8.55 UDS3 #N/A #N/A #N/A #N/A #N/A 32.1 21.5 10.6 1.83 1.72 6.7 #N/A #N/A #N/A #N/A #N/A

9.00 9.45 SPT6 24 18 - with traces of gravel, 9.0 to 10.5 m 2 38 53 7 32.9 24.3 8.6 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

10.50 10.95 SPT7 26 18 0 31 61 8 32.4 24.3 8.2 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

11.25 11.55 UDS4 #N/A #N/A #N/A #N/A #N/A 32.9 23.3 9.6 1.84 1.71 7.8 #N/A DS 0.5,1,1.5 0.0 30.3 UC 0.9

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C25 : Plate 1 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C25)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 718504 E, 3156204 N Ground Water Depth : Not Met Casing Depth : 6.0 m

Survey Coordinates : Surface Elevation : Boring Start : 25-May-17

Chainage : Ground Water Level : Boring Finish : 27-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

Very stiff to hard brown sandy silt, low

12.00 12.45 SPT8 29 18 0 24 67 9 32.3 24.1 8.1 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A
plastic (CL)
13.50 13.95 SPT9 28 17 - very stiff, 12.0 to 15.0 m 0 32 60 8 32.9 25.2 7.6 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A

14.25 14.55 UDS5 #N/A #N/A #N/A #N/A #N/A 33.2 24.2 9.0 1.91 1.77 8.1 #N/A #N/A #N/A #N/A #N/A UC 1.0

15.00 15.45 SPT10 30 18 - hard, 15.0 to 23.5 m 0 34 59 7 34.9 23.3 11.6 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A

16.50 16.95 SPT11 31 31 - with traces of gravel, 16.5 to 19.5 m 2 29 61 8 35.0 24.2 10.8 #N/A #N/A 2.63 #N/A #N/A #N/A #N/A

17.25 17.55 UDS6 #N/A #N/A #N/A #N/A #N/A 32.3 24.1 8.2 1.92 1.77 8.5 #N/A DS 1,2,3 0.0 30.9

18.00 18.45 SPT12 33 18 3 28 61 8 32.4 23.2 9.2 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

19.50 19.95 SPT13 35 18 0 20 71 9 34.3 25.5 8.8 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

20.25 20.55 UDS7 #N/A #N/A #N/A #N/A #N/A 31.3 23.2 8.0 1.90 1.76 7.8 #N/A #N/A #N/A #N/A #N/A UC 1.2

21.00 21.45 SPT14 37 18 0 26 66 8 32.2 21.2 11.0 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

22.50 22.95 SPT15 41 18 - with traces of gravel, 22.5 to 23.0 m 4 25 63 8 32.3 22.2 10.0 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

23.25 23.55 UDS8 #N/A #N/A #N/A #N/A #N/A 31.3 23.1 8.1 1.88 1.72 9.3 #N/A DS 1,2,3 0.0 31.5

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C25 : Plate 2 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C25)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 718504 E, 3156204 N Ground Water Depth : Not Met Casing Depth : 6.0 m

Survey Coordinates : Surface Elevation : Boring Start : 25-May-17

Chainage : Ground Water Level : Boring Finish : 27-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

24.00 24.45 SPT16 41 18 Hard brown sandy silt, low plastic (CL) 0 44 50 6 31.3 23.2 8.0 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

25.50 25.95 SPT17 45 19 - with traces of gravel, 25.5 to 26.0 m 2 25 65 8 33.3 21.4 11.8 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

26.25 26.55 UDS9 #N/A #N/A #N/A #N/A #N/A 31.3 22.2 9.0 1.91 1.74 10.1 #N/A #N/A #N/A #N/A #N/A UC 1.5

27.00 27.45 SPT18 47 19 0 45 49 6 30.3 23.2 7.1 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A

28.50 28.95 SPT19 52 19 - with gravel, 28.5 to 29.0 m 6 22 64 8 29.5 22.3 7.3 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A

29.25 29.55 UDS10 #N/A #N/A #N/A #N/A #N/A 30.6 21.9 8.7 2.01 1.79 12.3 #N/A DS 1,2,3 0.0 31.7

30.00 30.45 SPT20 57 21 30.45 0 37 56 7 29.3 22.0 7.3 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C25 : Plate 3 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Standard Penetration Test

IS : 2131-1981, RA-2007

Borehole Details

SPT Symbol Borehole Number Section

Field
BH-C25 Saket to Tughlakabad
Corrected

Field (N) & Corrected (N') SPT Value

0 20 40 60 80 100
0.0

4.0

8.0

12.0
Depth, m

16.0

20.0

24.0

28.0

32.0

Field & Corrected SPT Values vs. Depth

Project No. 217033-C Appendix-C25 : Plate 4 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Atterberg Test
IS : 2720 (Part-5)-1985, RA-2010

60

A-Line : 0.73(LL-20)
50

CH
CI

40
L I Q U I D L I M I T, WL
Plasticity Index, Ip (%)

30

CL

20
A Line BH-C25
MH or OH

10
MI or OI
CL-ML ML or
ML OL
0
0 10 20 30 40 50 60 70 80 90 100
Liquid Limit, (%)

Plasticity Chart
Project No. 217033-C Appendix-C25 : Plate 5 of 20
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C25 1.50 Sandy silt (CL) 0 25 66 9 0.037 0.008 0.002 18.5 0.86

BH-C25 3.00 Sandy silt (CL) 0 30 62 8 0.048 0.009 0.003 16.0 0.56

BH-C25 4.50 Sandy silt (CL) 0 34 59 7 0.058 0.010 0.003 19.3 0.57

BH-C25 6.00 Sandy silt (CL) 0 15 75 10 0.024 0.007 0.002 12.0 1.02

Sandy silt with traces of gravel

BH-C25 7.50 1 35 57 7 0.063 0.011 0.003 21.0 0.64
(CL)
Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C25 , Depth: 1.5 m

20 Borehole No: C25 , Depth: 3 m

Borehole No: C25 , Depth: 4.5 m

10 Borehole No: C25 , Depth: 6 m

Borehole No: C25 , Depth: 7.5 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C25 : Plate 6 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

Sandy silt with traces of gravel

BH-C25 9.00 2 38 53 7 0.075 0.012 0.003 25.0 0.64
(CL)

BH-C25 10.50 Sandy silt (CL) 0 31 61 8 0.050 0.009 0.003 16.7 0.54

BH-C25 12.00 Sandy silt (CL) 0 24 67 9 0.035 0.008 0.002 17.5 0.91

BH-C25 13.50 Sandy silt (CL) 0 32 60 8 0.053 0.009 0.003 17.7 0.51

BH-C25 15.00 Sandy silt (CL) 0 34 59 7 0.058 0.010 0.003 19.3 0.57

Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C25 , Depth: 9 m

Borehole No: C25 , Depth: 10.5 m

20
Borehole No: C25 , Depth: 12 m

Borehole No: C25 , Depth: 13.5 m

10
Borehole No: C25 , Depth: 15 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C25 : Plate 7 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

Sandy silt with traces of gravel

BH-C25 16.50 2 29 61 8 0.050 0.009 0.003 16.7 0.54
(CL)
Sandy silt with traces of gravel
BH-C25 18.00 3 28 61 8 0.051 0.009 0.003 17.0 0.53
(CL)

BH-C25 19.50 Sandy silt (CL) 0 20 71 9 0.028 0.007 0.002 14.0 0.88

BH-C25 21.00 Sandy silt (CL) 0 26 66 8 0.039 0.008 0.003 13.0 0.55

Sandy silt with traces of gravel

BH-C25 22.50 4 25 63 8 0.046 0.009 0.003 15.3 0.59
(CL)
Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C25 , Depth: 16.5 m

Borehole No: C25 , Depth: 18 m

20
Borehole No: C25 , Depth: 19.5 m

Borehole No: C25 , Depth: 21 m

10
Borehole No: C25 , Depth: 22.5 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C25 : Plate 8 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C25 24.00 Sandy silt (CL) 0 44 50 6 0.100 0.013 0.003 33.3 0.56
Sandy silt with traces of gravel
BH-C25 25.50 2 25 65 8 0.041 0.008 0.003 13.7 0.52
(CL)

BH-C25 27.00 Sandy silt (CL) 0 45 49 6 0.106 0.014 0.003 35.3 0.62

BH-C25 28.50 Sandy silt with gravel (CL) 6 22 64 8 0.043 0.008 0.003 14.3 0.50

BH-C25 30.00 Sandy silt (CL) 0 37 56 7 0.066 0.011 0.003 22.0 0.61

Hydrometer Analysis Sieve Analysis

SAND GRAVEL
CLAY SILT
FINE MEDIUM COARSE FINE COARSE

100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C25 , Depth: 24 m

Borehole No: C25 , Depth: 25.5 m

20
Borehole No: C25 , Depth: 27 m

10 Borehole No: C25 , Depth: 28.5 m

Borehole No: C25 , Depth: 30 m

0
0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C25 : Plate 9 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C25 Sample Depth: 5.25 m

Sample Details

Sample No.: UDS2 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.66

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 29.5 degrees

2.5

2.0

y = 0.565x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C25 : Plate 10 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C25 Sample Depth: 11.25 m

Sample Details

Sample No.: UDS4 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.71

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 30.3 degrees

2.5

2.0

y = 0.5852x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C25 : Plate 11 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C25 Sample Depth: 17.25 m

Sample Details

Sample No.: UDS6 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.77

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 30.9 degrees

2.5

2.0

y = 0.5993x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C25 : Plate 12 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C25 Sample Depth: 23.25 m

Sample Details

Sample No.: UDS8 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.72

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 31.5 degrees

2.5

2.0
y = 0.6134x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C25 : Plate 13 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C25 Sample Depth: 29.25 m

Sample Details

Sample No.: UDS10 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.79

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 31.7 degrees

2.5

2.0
y = 0.6174x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C25 : Plate 14 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C25 Initial moisture content : 5.9% Preconsolidation Pressure (PC) kg/cm : 0.60
Sample Details

Test Results
Sample Depth, m: 2.25 Final moisture content : 6.9% Overconsolidation Ratio (OCR): 1.6

Sample No. : UDS-1 Initial Void Ratio before test (eo): 0.63 Compression Index (Cc1) for p < pc: 0.022

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.42 Compression Index (Cc2) for p > pc: 0.155

0.90
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.80 0.25 - 0.5 7.1E-02
level less than preconsolidation
0.5 - 1.0 1.6E-02
9.4E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.2E-03
2.0 - 4.0 greater than preconsolidation
2.9E-03
4.0 - 8.0 pressure
0.70

eo = 0.63

0.60
Void Ratio, e

0.50

Lab Curve
Loading Curve
0.40
Unloading Curve
Extrapolated Loading Curve
Unloading Points
Field Curve
Pc = 0.76 kg/sqcm
Po = 0.38 kg/sqcm

0.30 Loading Points

0.42 eo

0.20
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C25 : Plate 15 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C25 Initial moisture content : 6.7% Preconsolidation Pressure (PC) kg/cm : 2.40
Sample Details

Test Results
Sample Depth, m: 8.25 Final moisture content : 8% Overconsolidation Ratio (OCR): 1.6

Sample No. : UDS-3 Initial Void Ratio before test (eo): 0.56 Compression Index (Cc1) for p < pc: 0.020

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.35 Compression Index (Cc2) for p > pc: 0.197

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.80
CC1 = Compression Index for stress
0.25 - 0.5 6.0E-02
level less than preconsolidation
0.5 - 1.0 2.7E-02
8.1E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.9E-03
2.0 - 4.0 greater than preconsolidation
0.70 2.8E-03
4.0 - 8.0 pressure

0.60

eo = 0.56
Void Ratio, e

0.50

0.40

Lab Curve
Loading Curve
Unloading Curve
0.30
Extrapolated Loading Curve
Pc = 2.09 kg/sqcm

Unloading Points
Po = 1.4 kg/sqcm

0.42 eo Field Curve

Loading Points
0.20

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C25 : Plate 16 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C25 Initial moisture content : 8.1% Preconsolidation Pressure (PC) kg/cm : 5.30
Sample Details

Test Results
Sample Depth, m: 14.25 Final moisture content : 8.8% Overconsolidation Ratio (OCR): 2.0

Sample No. : UDS-5 Initial Void Ratio before test (eo): 0.51 Compression Index (Cc1) for p < pc: 0.020

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.30 Compression Index (Cc2) for p > pc: 0.192

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
2 2/
0.80 (kg/cm ) mv,(cm kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.25 - 0.5 7.5E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
8.9E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.2E-03
0.70 2.0 - 4.0
3.7E-03 greater than preconsolidation
4.0 - 8.0 pressure

0.60
Void Ratio, e

eo = 0.51
0.50

0.40
Field Curve
Loading Curve
Unloading Curve Lab Curve
0.30
Extrapolated Loading Curve
Unloading Points
Field Curve
Pc = 4.88 kg/sqcm
Po = 2.57 kg/sqcm

0.42 eo Loading Points

0.20

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C25 : Plate 17 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C25 Initial moisture content : 7.8% Preconsolidation Pressure (PC) kg/cm : 7.80
Sample Details

Test Results
Sample Depth, m: 20.25 Final moisture content : 8.7% Overconsolidation Ratio (OCR): 2.1

Sample No. : UDS-7 Initial Void Ratio before test (eo): 0.52 Compression Index (Cc1) for p < pc: 0.015

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.32 Compression Index (Cc2) for p > pc: 0.305

0.90
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.80 CC1 = Compression Index for stress
0.25 - 0.5 6.9E-02
level less than preconsolidation
0.5 - 1.0 1.8E-02
9.1E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.0E-03
2.0 - 4.0 greater than preconsolidation
0.70 3.9E-03
4.0 - 8.0 pressure

0.60
Void Ratio, e

eo = 0.52
0.50

0.40
Field Curve
Loading Curve
Lab Curve
Unloading Curve
0.30
Extrapolated Loading Curve
Unloading Points
Pc = 8.43 kg/sqcm

Field Curve
Po = 3.75 kg/sqcm

0.42 eo
Loading Points
0.20

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C25 : Plate 18 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C25 Initial moisture content : 10.1% Preconsolidation Pressure (PC) kg/cm : 11.50
Sample Details

Test Results
Sample Depth, m: 26.25 Final moisture content : 11.2% Overconsolidation Ratio (OCR): 2.3

Sample No. : UDS-9 Initial Void Ratio before test (eo): 0.54 Compression Index (Cc1) for p < pc: 0.017

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.33 Compression Index (Cc2) for p > pc: 0.406

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.80 CC1 = Compression Index for stress
0.25 - 0.5 7.1E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
9.2E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.5E-03
2.0 - 4.0 greater than preconsolidation
0.70 3.4E-03
4.0 - 8.0 pressure

0.60
Void Ratio, e

eo = 0.54

0.50

0.40
Field Curve

Loading Curve Lab Curve

Unloading Curve
0.30
Extrapolated Loading Curve
Unloading Points
Pc = 11.38 kg/sqcm
Po = 5.04 kg/sqcm

0.42 eo
Field Curve

0.20 Loading Points

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C25 : Plate 19 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil-Water Extract Test Results

Sulphate Content Chloride Content

Borehole No. Depth, (m) pH Value
(SO3), % (Cl), %

BH-C25 16.5 0.09 0.01 7.4

Chemical Test Results

Consolidation Test Results

Preconsolidation Compression Index
Overconsolidation
Borehole No. Depth, (m) Pressure (PC)
Ratio (OCR) (Cc1) (Cc2)
kg/cm2:

2.25 0.60 1.60 0.022 0.155

8.25 2.40 1.60 0.020 0.197

BH-C25 14.25 5.30 2.00 0.020 0.192

20.25 7.80 2.10 0.015 0.305

26.25 11.50 2.30 0.017 0.406

Consolidation Test Results

Project No. 217033-C Appendix-C25 : Plate 20 of 20

 APPENDIX- BH-C26

Caption Plate
Soil Profiles 1 to 3
Standard Penetration Test Results 4
Plasticity Chart 5
Grain Size Analysis 6 to 9
Shear Test Results 10 to 13
Consolidation Test Results 14 to 18
Chemical Test Results 19
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C26)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 718735 E, 3156168 N Ground Water Depth : Not Met Casing Depth : 10.0 m

Survey Coordinates : Surface Elevation : Boring Start : 25-May-17

Chainage : Ground Water Level : Boring Finish : 26-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test
Bulk Density

Type of Test

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Gravel (%)

Liquid (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

Firm to hard brown sandy silt, low plastic

0.00 1.50 DS1 #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A
(CL)
1.50 1.95 SPT1 10 14 - stiff, 1.5 to 3.0 m 10 33 48 9 31.5 22.3 9.3 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

2.25 2.55 UDS1 #N/A - with gravel, 1.5 to 9.0 m #N/A #N/A #N/A #N/A 31.3 23.1 8.1 1.78 1.68 6.2 #N/A #N/A #N/A #N/A #N/A UC 0.6

3.00 3.45 SPT2 6 7 - firm, 3.0 to 4.5 m 17 32 43 8 33.3 22.3 11.0 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

4.50 4.95 SPT3 11 12 - stifff, 4.5 to 6.0 m 11 35 44 10 31.2 21.2 10.0 #N/A #N/A 2.63 #N/A #N/A #N/A #N/A

5.25 5.55 UDS2 #N/A #N/A #N/A #N/A #N/A 32.3 21.2 11.0 1.83 1.70 7.8 #N/A DS 0.5,1,1.5 0.0 30.3 UC 0.9

6.00 6.45 SPT4 16 15 - very stiff, 6.0 to 9.0 m 10 38 45 7 33.3 23.2 10.0 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

7.50 7.95 SPT5 24 18 18 17 54 11 31.4 20.9 10.6 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A

8.25 8.55 UDS3 #N/A - with traces of gravel, 9.0 to 10.5 m #N/A #N/A #N/A #N/A 33.1 21.0 12.1 1.81 1.70 6.4 #N/A #N/A #N/A #N/A #N/A

9.00 9.45 SPT6 48 28 - hard, 9.0 to 11.0 m 3 15 65 17 32.5 22.1 10.4 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

10.50 10.95 SPT7 44 25 - with gravel, 10.5 to 11.0 m 6 14 69 11 32.6 20.9 11.7 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

11.25 11.55 UDS4 #N/A #N/A #N/A #N/A #N/A 34.3 20.0 14.3 1.79 1.68 6.5 #N/A DS 0.5,1,1.5 0.0 30.8 UC 1.2

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C26 : Plate 1 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C26)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 718735 E, 3156168 N Ground Water Depth : Not Met Casing Depth : 10.0 m

Survey Coordinates : Surface Elevation : Boring Start : 25-May-17

Chainage : Ground Water Level : Boring Finish : 26-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test
Bulk Density

Type of Test

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Gravel (%)

Liquid (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

Very stiff to hard brown sandy silt, low

12.00 12.45 SPT8 50 26 6 14 71 9 34.3 21.1 13.2 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A
plastic (CL)
13.50 13.95 SPT9 26 17 - hard, 12.0 to 13.5 m 18 17 54 11 33.3 20.3 13.0 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

14.25 14.55 UDS5 #N/A - very stiff, 13.5 to 18.0 m #N/A #N/A #N/A #N/A 33.3 21.2 12.0 1.83 1.71 7.4 #N/A #N/A #N/A #N/A #N/A UC 1.5

15.00 15.45 SPT10 28 17 - with gravel, 12.0 to 16.5 m 21 23 47 9 34.3 20.3 14.0 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

16.50 16.95 SPT11 27 16 - with traces of gravel, 16.5 to 17.0 m 1 13 70 16 32.5 20.3 12.2 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

17.25 17.55 UDS6 #N/A #N/A #N/A #N/A #N/A 32.5 20.5 12.1 1.91 1.77 8.4 #N/A DS 1,2,3 0.0 31.4

18.00 18.45 SPT12 31 17 - hard, 18.0 to 23.5 m 0 7 75 18 31.5 20.6 10.9 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

19.50 19.95 SPT13 37 18 0 22 69 9 32.2 20.6 11.7 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A

20.25 20.55 UDS7 #N/A #N/A #N/A #N/A #N/A 32.6 21.3 11.3 1.93 1.79 8.0 #N/A #N/A #N/A #N/A #N/A UC 1.8

21.00 21.45 SPT14 35 17 - with traces of gravel, 21.0 to 23.0 m 2 16 64 18 31.3 21.2 10.1 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

22.50 22.95 SPT15 31 16 3 15 71 11 32.1 22.2 9.9 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

23.25 23.55 UDS8 #N/A #N/A #N/A #N/A #N/A 33.2 20.9 12.4 1.95 1.78 9.6 #N/A DS 1,2,3 0.0 31.9

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C26 : Plate 2 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C26)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 718735 E, 3156168 N Ground Water Depth : Not Met Casing Depth : 10.0 m

Survey Coordinates : Surface Elevation : Boring Start : 25-May-17

Chainage : Ground Water Level : Boring Finish : 26-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test
Bulk Density

Type of Test

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Gravel (%)

Liquid (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

24.00 24.45 SPT16 51 21 Hard brown sandy silt, low plastic (CL) 0 45 46 9 32.4 22.2 10.2 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

25.50 25.95 SPT17 56 21 0 44 47 9 33.3 21.2 12.0 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A

26.25 26.55 DS2 #N/A #N/A #N/A #N/A #N/A 33.3 20.9 12.4 #N/A #N/A #N/A #N/A #N/A #N/A #N/A

27.00 27.45 SPT18 43 18 - with traces of gravel, 27.0 to 29.0 m 1 27 59 13 32.9 21.1 11.8 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A

28.50 28.95 SPT19 63 22 2 22 61 15 33.2 22.2 11.0 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

29.25 29.55 DS3 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A

30.00 30.45 SPT20 63 22 30.45 0 13 75 12 32.9 21.2 11.6 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C26 : Plate 3 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Standard Penetration Test

IS : 2131-1981, RA-2007

Borehole Details

SPT Symbol Borehole Number Section

Field
BH-C26 Saket to Tughlakabad
Corrected

Field (N) & Corrected (N') SPT Value

0 20 40 60 80 100
0.0

4.0

8.0

12.0
Depth, m

16.0

20.0

24.0

28.0

32.0

Field & Corrected SPT Values vs. Depth

Project No. 217033-C Appendix-C26 : Plate 4 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Atterberg Test
IS : 2720 (Part-5)-1985, RA-2010

60

A-Line : 0.73(LL-20)
50

CH
CI

40
L I Q U I D L I M I T, WL
Plasticity Index, Ip (%)

30

CL

20
A Line BH-C26
MH or OH

10
MI or OI
CL-ML ML or
ML OL
0
0 10 20 30 40 50 60 70 80 90 100
Liquid Limit, (%)

Plasticity Chart
Project No. 217033-C Appendix-C26 : Plate 5 of 19
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C26 1.50 Sandy silt with gravel (CL) 10 33 48 9 0.110 0.026 0.003 36.7 2.05

BH-C26 3.00 Sandy silt with gravel (CL) 17 32 43 8 0.180 0.032 0.003 60.0 1.90

BH-C26 4.50 Sandy silt with gravel (CL) 11 35 44 10 0.121 0.023 0.002 60.5 2.19

BH-C26 6.00 Sandy silt with gravel (CL) 10 38 45 7 0.126 0.028 0.005 25.2 1.24

BH-C26 7.50 Sandy silt with gravel (CL) 18 17 54 11 0.067 0.022

Hydrometer Analysis Sieve Analysis

SAND GRAVEL
CLAY SILT
FINE MEDIUM COARSE FINE COARSE

100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C26 , Depth: 1.5 m

Borehole No: C26 , Depth: 3 m

20
Borehole No: C26 , Depth: 4.5 m

Borehole No: C26 , Depth: 6 m

10
Borehole No: C26 , Depth: 7.5 m

0
0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C26 : Plate 6 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

Sandy silt with traces of gravel

BH-C26 9.00 3 15 65 17 0.028 0.010
(CL)

BH-C26 10.50 Sandy silt with gravel (CL) 6 14 69 11 0.047 0.016

BH-C26 12.00 Sandy silt with gravel (CL) 6 14 71 9 0.048 0.017 0.002 24.0 3.01

BH-C26 13.50 Sandy silt with gravel (CL) 18 17 54 11 0.067 0.022

BH-C26 15.00 Sandy silt with gravel (CL) 21 23 47 9 0.192 0.026 0.003 64.0 1.17

Hydrometer Analysis Sieve Analysis

SAND GRAVEL
CLAY SILT
FINE MEDIUM COARSE FINE COARSE

100

90

80

70
% Finer by Weight

60

50

40

30 Borehole No: C26 , Depth: 9 m

Borehole No: C26 , Depth: 10.5 m

20
Borehole No: C26 , Depth: 12 m

Borehole No: C26 , Depth: 13.5 m

10
Borehole No: C26 , Depth: 15 m

0
0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C26 : Plate 7 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

Sandy silt with traces of gravel

BH-C26 16.50 1 13 70 16 0.035 0.012
(CL)

BH-C26 18.00 Sandy silt (CL) 0 7 75 18 0.026 0.009

BH-C26 19.50 Sandy silt (CL) 0 22 69 9 0.051 0.018 0.002 25.5 3.18

Sandy silt with traces of gravel

BH-C26 21.00 2 16 64 18 0.035 0.009
(CL)
Sandy silt with traces of gravel
BH-C26 22.50 3 15 71 11 0.045 0.015
(CL)
Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30 Borehole No: C26 , Depth: 16.5 m

Borehole No: C26 , Depth: 18 m

20 Borehole No: C26 , Depth: 19.5 m

Borehole No: C26 , Depth: 21 m

10
Borehole No: C26 , Depth: 22.5 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C26 : Plate 8 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C26 24.00 Sandy silt (CL) 0 45 46 9 0.108 0.027 0.003 36.0 2.25

BH-C26 25.50 Sandy silt (CL) 0 44 47 9 0.108 0.026 0.003 36.0 2.09

Sandy silt with traces of gravel

BH-C26 27.00 1 27 59 13 0.054 0.016
(CL)
Sandy silt with traces of gravel
BH-C26 28.50 2 22 61 15 0.045 0.011
(CL)

BH-C26 30.00 Sandy silt (CL) 0 13 75 12 0.040 0.014

Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C26 , Depth: 24 m

20 Borehole No: C26 , Depth: 25.5 m

Borehole No: C26 , Depth: 27 m

10 Borehole No: C26 , Depth: 28.5 m

Borehole No: C26 , Depth: 30 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C26 : Plate 9 of 19

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C26 Sample Depth: 5.25 m

Sample Details

Sample No.: UDS2 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.70

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 30.3 degrees

2.5

2.0

y = 0.5852x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C26 : Plate 10 of 19

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C26 Sample Depth: 11.25 m

Sample Details

Sample No.: UDS4 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.68

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 30.8 degrees

2.5

2.0

y = 0.5972x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C26 : Plate 11 of 19

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C26 Sample Depth: 17.25 m

Sample Details

Sample No.: UDS6 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.77

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 31.4 degrees

2.5

2.0
y = 0.6113x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C26 : Plate 12 of 19

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C26 Sample Depth: 23.25 m

Sample Details

Sample No.: UDS8 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.78

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 31.9 degrees

2.5

2.0
y = 0.6214x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C26 : Plate 13 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C26 Initial moisture content : 6.2% Preconsolidation Pressure (PC) kg/cm : 0.60
Sample Details

Test Results
Sample Depth, m: 2.25 Final moisture content : 7.4% Overconsolidation Ratio (OCR): 1.6

Sample No. : UDS-1 Initial Void Ratio before test (eo): 0.60 Compression Index (Cc1) for p < pc: 0.021

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.39 Compression Index (Cc2) for p > pc: 0.155

0.90
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.80 CC1 = Compression Index for stress
0.25 - 0.5 7.1E-02
level less than preconsolidation
0.5 - 1.0 1.6E-02
9.4E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.2E-03
2.0 - 4.0 greater than preconsolidation
0.70 2.9E-03
4.0 - 8.0 pressure

0.60
eo = 0.6
Void Ratio, e

0.50

0.40 Lab Curve Field Curve

Loading Curve
Unloading Curve
0.30
Pc = 0.71 kg/sqcm

Extrapolated Loading Curve

Po = 0.38 kg/sqcm

Unloading Points
0.42 eo
Field Curve

0.20 Loading Points

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C26 : Plate 14 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C26 Initial moisture content : 6.4% Preconsolidation Pressure (PC) kg/cm : 2.10
Sample Details

Test Results
Sample Depth, m: 8.25 Final moisture content : 7.2% Overconsolidation Ratio (OCR): 1.7

Sample No. : UDS-3 Initial Void Ratio before test (eo): 0.58 Compression Index (Cc1) for p < pc: 0.020

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.37 Compression Index (Cc2) for p > pc: 0.197

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.80 CC1 = Compression Index for stress
0.25 - 0.5 6.0E-02
level less than preconsolidation
0.5 - 1.0 2.7E-02
8.1E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.9E-03
2.0 - 4.0 greater than preconsolidation
0.70 2.8E-03
4.0 - 8.0 pressure

0.60
eo = 0.58
Void Ratio, e

0.50

0.40
Lab Curve

Loading Curve
Unloading Curve
0.30
Extrapolated Loading Curve
Pc = 2.5 kg/sqcm
Po = 1.4 kg/sqcm

Unloading Points
0.42 eo Field Curve

0.20 Loading Points

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C26 : Plate 15 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C26 Initial moisture content : 7.4% Preconsolidation Pressure (PC) kg/cm : 4.70
Sample Details

Test Results
Sample Depth, m: 14.25 Final moisture content : 8.1% Overconsolidation Ratio (OCR): 2.1

Sample No. : UDS-5 Initial Void Ratio before test (eo): 0.57 Compression Index (Cc1) for p < pc: 0.020

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.35 Compression Index (Cc2) for p > pc: 0.192

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
2 2/
0.80 (kg/cm ) mv,(cm kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.25 - 0.5 7.5E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
8.9E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.2E-03
0.70 2.0 - 4.0 greater than preconsolidation
3.7E-03
4.0 - 8.0 pressure

0.60
eo = 0.57
Void Ratio, e

0.50

0.40
Field Curve
Lab Curve
Loading Curve
Unloading Curve
0.30
Extrapolated Loading Curve
Pc = 4.87 kg/sqcm
Po = 2.57 kg/sqcm

Unloading Points
0.42 eo Field Curve

0.20 Loading Points

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C26 : Plate 16 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C26 Initial moisture content : 8% Preconsolidation Pressure (PC) kg/cm : 7.50
Sample Details

Test Results
Sample Depth, m: 20.25 Final moisture content : 8.7% Overconsolidation Ratio (OCR): 2.1

Sample No. : UDS-7 Initial Void Ratio before test (eo): 0.50 Compression Index (Cc1) for p < pc: 0.016

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.30 Compression Index (Cc2) for p > pc: 0.305

0.80

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.70 CC1 = Compression Index for stress
0.25 - 0.5 6.9E-02
level less than preconsolidation
0.5 - 1.0 1.8E-02
9.1E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.0E-03
2.0 - 4.0 greater than preconsolidation
3.9E-03
4.0 - 8.0 pressure
0.60

0.50
eo = 0.5
Void Ratio, e

0.40

Field Curve

Loading Curve Lab Curve

0.30
Unloading Curve
Extrapolated Loading Curve
Unloading Points
Field Curve
Pc = 8.43 kg/sqcm
Po = 3.75 kg/sqcm

0.42 eo
0.20 Loading Points

0.10
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C26 : Plate 17 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C26 Initial moisture content : 9.6% Preconsolidation Pressure (PC) kg/cm : 10.50
Sample Details

Test Results
Sample Depth, m: 23.25 Final moisture content : 10.2% Overconsolidation Ratio (OCR): 2.2

Sample No. : UDS-9 Initial Void Ratio before test (eo): 0.51 Compression Index (Cc1) for p < pc: 0.017

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.30 Compression Index (Cc2) for p > pc: 0.406

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
0.80 (kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.25 - 0.5 7.1E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
9.2E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
0.70 6.5E-03
2.0 - 4.0 greater than preconsolidation
3.4E-03
4.0 - 8.0 pressure

0.60
Void Ratio, e

eo = 0.51
0.50

0.40
Field Curve

Lab Curve
0.30
Loading Curve
Unloading Curve
Pc = 9.91 kg/sqcm
Po = 5.04 kg/sqcm

0.42 eo Extrapolated Loading Curve

0.20
Unloading Points
Field Curve
Loading Points
0.10

0.00
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C26 : Plate 18 of 19

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil-Water Extract Test Results

Sulphate Content Chloride Content

Borehole No. Depth, (m) pH Value
(SO3), % (Cl), %

BH-C26 16.5 0.10 0.01 7.8

Chemical Test Results

Consolidation Test Results

Preconsolidation Compression Index
Overconsolidation
Borehole No. Depth, (m) Pressure (PC)
Ratio (OCR) (Cc1) (Cc2)
kg/cm2:

2.25 0.60 1.60 0.021 0.155

8.25 2.10 1.70 0.020 0.197

BH-C26 14.25 4.70 2.10 0.020 0.192

20.25 7.50 2.10 0.016 0.305

26.25 10.50 2.20 0.017 0.406

Consolidation Test Results

Project No. 217033-C Appendix-C26 : Plate 19 of 19

 APPENDIX- BH-C27

Caption Plate
Soil Profiles 1 to 3
Standard Penetration Test Results 4
Plasticity Chart 5
Grain Size Analysis 6 to 9
Shear Test Results 10 to 14
Consolidation Test Results 15 to 19
Chemical Test Results 20
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C27)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 318817 E, 3156151 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 26-May-17

Chainage : Ground Water Level : Boring Finish : 28-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

0.00 1.50 DS1 #N/A Utility Pit 1.50 #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A
Stiff to hard brown sandy silt, low plastic
1.50 1.95 SPT1 8 11 6 21 63 10 32.3 22.3 10.0 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A
(CL)
2.25 2.55 UDS1 #N/A - stiff, 1.5 to 4.5 m #N/A #N/A #N/A #N/A 33.5 23.3 10.2 1.70 1.56 9.1 #N/A #N/A #N/A #N/A #N/A UC 0.5

3.00 3.45 SPT2 10 12 - very stiff, 4.5 to 9.0 m 2 28 60 10 31.3 21.5 9.7 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

4.50 4.95 SPT3 18 17 - with gravel, 1.5 to 2.0 m 10 11 68 11 31.5 22.5 9.0 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

5.25 5.55 UDS2 #N/A - with traces of gravel, 3.0 to 4.5 m #N/A #N/A #N/A #N/A 31.9 21.3 10.6 1.78 1.61 10.4 #N/A DS 0.5,1,1.5 0.0 29.9

6.00 6.45 SPT4 25 20 - with gravel, 4.5 to 5.0 m 1 16 71 12 31.3 21.8 9.4 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

7.50 7.95 SPT5 27 20 - with traces of gravel, 6.0 to 8.0 m 3 22 64 11 33.2 23.3 10.0 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

8.25 8.55 UDS3 #N/A #N/A #N/A #N/A #N/A 31.9 22.7 9.1 1.80 1.64 9.5 #N/A #N/A #N/A #N/A #N/A UC 0.7

9.00 9.45 SPT6 36 23 - hard, 9.0 to 11.0 m 22 12 57 9 32.2 23.1 9.1 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

10.50 10.95 SPT7 39 23 - with gravel, 9.0 to 10.5 m 0 18 70 12 32.2 22.9 9.3 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A

11.25 11.55 UDS4 #N/A #N/A #N/A #N/A #N/A 31.3 22.4 8.9 1.89 1.69 11.6 #N/A DS 0.5,1,1.5 0.0 30.4 UC 0.8

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C27 : Plate 1 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C27)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 318817 E, 3156151 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 26-May-17

Chainage : Ground Water Level : Boring Finish : 28-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

12.00 12.45 SPT8 38 22 Hard brown sandy silt, low plastic (CL) 0 22 67 11 32.5 22.2 10.3 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A

13.50 13.95 SPT9 43 23 0 18 71 11 33.3 21.9 11.5 #N/A #N/A 2.63 #N/A #N/A #N/A #N/A

14.25 14.55 UDS5 #N/A #N/A #N/A #N/A #N/A 33.3 22.5 10.7 1.93 1.71 12.6 #N/A #N/A #N/A #N/A #N/A

15.00 15.45 SPT10 60 28 - with traces of gravel, 15.0 to 17.0 m 2 17 70 11 32.5 22.2 10.3 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

16.50 16.95 SPT11 66 29 2 18 69 11 32.5 22.2 10.3 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

17.25 17.55 UDS6 #N/A #N/A #N/A #N/A #N/A 34.6 22.8 11.8 1.95 1.73 12.5 #N/A DS 1,2,3 0.0 31.2 UC 1.0

18.00 18.45 SPT12 73 30 - with gravel, 18.0 to 19.5 m 13 16 61 10 33.2 24.1 9.2 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A

19.50 19.95 SPT13 71 28 - with traces of gravel, 19.5 to 22.5 m 2 24 63 11 33.1 22.2 10.9 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

20.25 20.55 UDS7 #N/A #N/A #N/A #N/A #N/A 32.4 23.1 9.3 1.96 1.76 11.2 #N/A #N/A #N/A #N/A #N/A

21.00 21.45 SPT14 86 32 1 42 49 8 30.9 23.2 7.7 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

22.50 22.95 SPT15 89 31 - with gravel, 22.5 to 23.0 m 5 40 48 7 31.2 21.2 10.0 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

23.25 23.55 UDS8 #N/A #N/A #N/A #N/A #N/A 30.5 22.2 8.3 1.98 1.78 11.0 #N/A DS 1,2,3 0.0 31.7

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C27 : Plate 2 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C27)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 318817 E, 3156151 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 26-May-17

Chainage : Ground Water Level : Boring Finish : 28-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

24.00 24.45 SPT16 73 26 Hard brown sandy silt, low plastic (CL) 24 40 31 5 32.1 22.4 9.7 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A

25.50 25.95 SPT17 77 38 - with gravel, 24.0 to 25.5 m 42 23 30 5 31.2 23.1 8.1 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A

26.25 26.55 UDS9 #N/A - intermixed with gravel, 25.5 to 26.0 m #N/A #N/A #N/A #N/A 31.9 21.4 10.4 2.03 1.82 11.3 #N/A #N/A #N/A #N/A #N/A UC 1.4

27.00 27.45 SPT18 77 26 - with gravel, 27.0 to 28.5 m 6 14 68 12 31.2 23.1 8.1 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

28.50 28.95 SPT19 85 27 - with traces of gravel, 28.5 to 30.45 m 3 16 69 12 32.2 22.2 10.0 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

29.25 29.55 UDS10 #N/A #N/A #N/A #N/A #N/A 31.9 23.2 8.6 2.03 1.83 11.1 #N/A DS 1,2,3 0.0 32.2

30.00 30.45 SPT20 102 31 30.45 2 15 71 12 32.5 23.0 9.5 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C27 : Plate 3 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Standard Penetration Test

IS : 2131-1981, RA-2007

Borehole Details

SPT Symbol Borehole Number Section

Field
BH-C27 Saket to Tughlakabad
Corrected

Field (N) & Corrected (N') SPT Value

0 20 40 60 80 100
0.0

4.0

8.0

12.0
Depth, m

16.0

20.0

24.0

28.0

102

32.0

Field & Corrected SPT Values vs. Depth

Project No. 217033-C Appendix-C27 : Plate 4 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Atterberg Test
IS : 2720 (Part-5)-1985, RA-2010

60

A-Line : 0.73(LL-20)
50

CH
CI

40
L I Q U I D L I M I T, WL
Plasticity Index, Ip (%)

30

CL

20
A Line BH-C27
MH or OH

10
MI or OI
CL-ML ML or
ML OL
0
0 10 20 30 40 50 60 70 80 90 100
Liquid Limit, (%)

Plasticity Chart
Project No. 217033-C Appendix-C27 : Plate 5 of 20
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C27 1.50 Sandy silt with gravel (CL) 6 21 63 10 0.058 0.021 0.002 29.0 3.80
Sandy silt with traces of gravel
BH-C27 3.00 2 28 60 10 0.061 0.022 0.002 30.5 3.97
(CL)

BH-C27 4.50 Sandy silt with gravel (CL) 10 11 68 11 0.053 0.019

Sandy silt with traces of gravel

BH-C27 6.00 1 16 71 12 0.050 0.017
(CL)
Sandy silt with traces of gravel
BH-C27 7.50 3 22 64 11 0.057 0.020
(CL)
Hydrometer Analysis Sieve Analysis

SAND GRAVEL
CLAY SILT
FINE MEDIUM COARSE FINE COARSE

100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C27 , Depth: 1.5 m

Borehole No: C27 , Depth: 3 m

20
Borehole No: C27 , Depth: 4.5 m

Borehole No: C27 , Depth: 6 m

10
Borehole No: C27 , Depth: 7.5 m

0
0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C27 : Plate 6 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C27 9.00 Sandy silt with gravel (CL) 22 12 57 9 0.067 0.025 0.003 22.3 3.11

BH-C27 10.50 Sandy silt (CL) 0 18 70 12 0.050 0.017

BH-C27 12.00 Sandy silt (CL) 0 22 67 11 0.054 0.019

BH-C27 13.50 Sandy silt (CL) 0 18 71 11 0.050 0.018

Sandy silt with traces of gravel

BH-C27 15.00 2 17 70 11 0.018 0.010
(CL)
Hydrometer Analysis Sieve Analysis

SAND GRAVEL
CLAY SILT
FINE MEDIUM COARSE FINE COARSE

100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C27 , Depth: 9 m

Borehole No: C27 , Depth: 10.5 m

20
Borehole No: C27 , Depth: 12 m

Borehole No: C27 , Depth: 13.5 m

10
Borehole No: C27 , Depth: 15 m

0
0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C27 : Plate 7 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

Sandy silt with traces of gravel

BH-C27 16.50 2 18 69 11 0.052 0.018
(CL)

BH-C27 18.00 Sandy silt with gravel (CL) 13 16 61 10 0.061 0.022 0.002 30.5 3.97

Sandy silt with traces of gravel

BH-C27 19.50 2 24 63 11 0.057 0.021
(CL)
Sandy silt with traces of gravel
BH-C27 21.00 1 42 49 8 0.104 0.031 0.005 20.8 1.85
(CL)

BH-C27 22.50 Sandy silt with gravel (CL) 5 40 48 7 0.096 0.032 0.005 19.2 2.13

Hydrometer Analysis Sieve Analysis

SAND GRAVEL
CLAY SILT
FINE MEDIUM COARSE FINE COARSE

100

90

80

70
% Finer by Weight

60

50

40

30 Borehole No: C27 , Depth: 16.5 m

Borehole No: C27 , Depth: 18 m

20 Borehole No: C27 , Depth: 19.5 m

Borehole No: C27 , Depth: 21 m

10 Borehole No: C27 , Depth: 22.5 m

0
0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C27 : Plate 8 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C27 24.00 Sandy silt with gravel (CL) 24 40 31 5 1.683 0.061 0.011 153 0.20
Sandy silt intermixed with
BH-C27 25.50 42 23 30 5 5.494 0.062 0.011 499 0.06
gravel (CL)

BH-C27 27.00 Sandy silt with gravel (CL) 6 14 68 12 0.051 0.018

Sandy silt with traces of gravel

BH-C27 28.50 3 16 69 12 0.051 0.018
(CL)
Sandy silt with traces of gravel
BH-C27 30.00 2 15 71 12 0.049 0.017
(CL)
Hydrometer Analysis Sieve Analysis

SAND GRAVEL
CLAY SILT
FINE MEDIUM COARSE FINE COARSE

100

90

80

70
% Finer by Weight

60

50

40

30 Borehole No: C27 , Depth: 24 m

Borehole No: C27 , Depth: 25.5 m

20
Borehole No: C27 , Depth: 27 m

Borehole No: C27 , Depth: 28.5 m

10
Borehole No: C27 , Depth: 30 m

0
0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C27 : Plate 9 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C27 Sample Depth: 5.25 m

Sample Details

Sample No.: UDS2 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.61

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 29.9 degrees

2.5

2.0

y = 0.5751x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C27 : Plate 10 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C27 Sample Depth: 11.25 m

Sample Details

Sample No.: UDS4 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.69

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 30.4 degrees

2.5

2.0

y = 0.5872x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C27 : Plate 11 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C27 Sample Depth: 17.25 m

Sample Details

Sample No.: UDS6 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.73

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 31.2 degrees

2.5

2.0

y = 0.6053x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C27 : Plate 12 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C27 Sample Depth: 23.25 m

Sample Details

Sample No.: UDS8 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.78

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 31.7 degrees

2.5

2.0
y = 0.6174x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C27 : Plate 13 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C27 Sample Depth: 29.25 m

Sample Details

Sample No.: UDS10 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.73

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 32.2 degrees

2.5

2.0
y = 0.6295x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C27 : Plate 14 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C27 Initial moisture content : 9.1% Preconsolidation Pressure (PC) kg/cm : 0.70
Sample Details

Test Results
Sample Depth, m: 2.25 Final moisture content : 10.5% Overconsolidation Ratio (OCR): 1.4

Sample No. : UDS-1 Initial Void Ratio before test (eo): 0.72 Compression Index (Cc1) for p < pc: 0.019

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.49 Compression Index (Cc2) for p > pc: 0.155

1.00
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.90 CC1 = Compression Index for stress
0.25 - 0.5 7.1E-02
level less than preconsolidation
0.5 - 1.0 1.6E-02
9.4E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.2E-03
2.0 - 4.0 greater than preconsolidation
0.80 2.9E-03
4.0 - 8.0 pressure

eo = 0.72
0.70
Void Ratio, e

0.60

Lab Curve
0.50

Loading Curve
Unloading Curve
0.40
Extrapolated Loading Curve
Pc = 0.74 kg/sqcm
Po = 0.38 kg/sqcm

Unloading Points
Field Curve

0.30
0.42 eo Loading Points

0.20
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C27 : Plate 15 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C27 Initial moisture content : 9.5% Preconsolidation Pressure (PC) kg/cm : 2.70
Sample Details

Test Results
Sample Depth, m: 8.25 Final moisture content : 10.6% Overconsolidation Ratio (OCR): 1.5

Sample No. : UDS-3 Initial Void Ratio before test (eo): 0.63 Compression Index (Cc1) for p < pc: 0.018

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.42 Compression Index (Cc2) for p > pc: 0.197

0.90
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
(kg/cm2) 2/
mv,(cm kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.80 0.25 - 0.5 6.0E-02
level less than preconsolidation
0.5 - 1.0 2.7E-02
8.1E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.9E-03
2.0 - 4.0 greater than preconsolidation
2.8E-03
4.0 - 8.0 pressure
0.70

eo = 0.63

0.60
Void Ratio, e

0.50

Lab Curve
Loading Curve
0.40
Unloading Curve
Extrapolated Loading Curve
Unloading Points
Field Curve
kg/sqcm
kg/sqcm

0.30 Loading Points

0.42 eo
2.48
Pc==1.4
Po

0.20
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C27 : Plate 16 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C27 Initial moisture content : 12.6% Preconsolidation Pressure (PC) kg/cm : 5.50
Sample Details

Test Results
Sample Depth, m: 14.25 Final moisture content : 13.8% Overconsolidation Ratio (OCR): 1.7

Sample No. : UDS-5 Initial Void Ratio before test (eo): 0.57 Compression Index (Cc1) for p < pc: 0.016

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.35 Compression Index (Cc2) for p > pc: 0.192

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
2 2/
0.80 (kg/cm ) mv,(cm kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.25 - 0.5 7.5E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
8.9E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.2E-03
0.70 2.0 - 4.0 greater than preconsolidation
3.7E-03
4.0 - 8.0 pressure

0.60
eo = 0.57
Void Ratio, e

0.50

0.40
Field Curve
Lab Curve
Loading Curve
Unloading Curve
0.30
Extrapolated Loading Curve
Po = 2.57 kg/sqcm
Pc = 5 kg/sqcm

Unloading Points
0.42 eo Field Curve

0.20 Loading Points

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C27 : Plate 17 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C27 Initial moisture content : 11.2% Preconsolidation Pressure (PC) kg/cm : 8.10
Sample Details

Test Results
Sample Depth, m: 20.25 Final moisture content : 11.8% Overconsolidation Ratio (OCR): 1.8

Sample No. : UDS-7 Initial Void Ratio before test (eo): 0.52 Compression Index (Cc1) for p < pc: 0.016

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.32 Compression Index (Cc2) for p > pc: 0.305

0.90
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.80 CC1 = Compression Index for stress
0.25 - 0.5 6.9E-02
level less than preconsolidation
0.5 - 1.0 1.8E-02
9.1E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.0E-03
2.0 - 4.0 greater than preconsolidation
0.70 3.9E-03
4.0 - 8.0 pressure

0.60
Void Ratio, e

eo = 0.52
0.50

0.40
Field Curve
Loading Curve
Lab Curve
Unloading Curve
0.30
Extrapolated Loading Curve
Unloading Points
Pc = 8.42 kg/sqcm

Field Curve
Po = 3.75 kg/sqcm

0.42 eo
0.20 Loading Points

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C27 : Plate 18 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C27 Initial moisture content : 11.3% Preconsolidation Pressure (PC) kg/cm : 12.00
Sample Details

Test Results
Sample Depth, m: 26.25 Final moisture content : 12.2% Overconsolidation Ratio (OCR): 2.0

Sample No. : UDS-9 Initial Void Ratio before test (eo): 0.47 Compression Index (Cc1) for p < pc: 0.015

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.27 Compression Index (Cc2) for p > pc: 0.406

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
0.80 (kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.25 - 0.5 7.1E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
9.2E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
0.70 6.5E-03
2.0 - 4.0 greater than preconsolidation
3.4E-03
4.0 - 8.0 pressure

0.60
Void Ratio, e

0.50
eo = 0.47

0.40
Field Curve

0.30
Lab Curve
Loading Curve
Unloading Curve
Pc = 11.63 kg/sqcm

Extrapolated Loading Curve

Po = 5.04 kg/sqcm

0.20
0.42 eo
Unloading Points
Field Curve
Loading Points
0.10

0.00
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C27 : Plate 19 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil-Water Extract Test Results

Sulphate Content Chloride Content

Borehole No. Depth, (m) pH Value
(SO3), % (Cl), %

BH-C27 16.5 0.10 0.02 8.1

Chemical Test Results

Consolidation Test Results

Preconsolidation Compression Index
Overconsolidation
Borehole No. Depth, (m) Pressure (PC)
Ratio (OCR) (Cc1) (Cc2)
kg/cm2:

2.25 0.70 1.40 0.019 0.155

8.25 2.70 1.50 0.018 0.197

BH-C27 14.25 5.50 1.70 0.016 0.192

20.25 8.10 1.80 0.016 0.305

26.25 12.00 2.00 0.015 0.406

Consolidation Test Results

Project No. 217033-C Appendix-C27 : Plate 20 of 20

 APPENDIX- BH-C29

Caption Plate
Soil Profiles 1 to 3
Standard Penetration Test Results 4
Plasticity Chart 5
Grain Size Analysis 6 to 9
Shear Test Results 10 to 12
Consolidation Test Results 13 to 17
Chemical Test Results 18
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C29)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 719278 E, 3156025 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 27-May-17

Chainage : Ground Water Level : Boring Finish : 28-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

0.00 1.50 DS1 #N/A Utility Pit 1.50 #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A
Firm to hard brown sandy silt, low plastic
1.50 1.95 SPT1 7 10 8 41 44 7 30.3 21.3 9.0 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A
(CL)
2.25 2.55 UDS1 #N/A - firm, 1.5 to 3.0 m #N/A #N/A #N/A #N/A 30.3 21.3 9.0 1.91 1.69 12.9 #N/A #N/A #N/A #N/A #N/A UC 0.8

3.00 3.45 SPT2 10 10 - stiff, 3.0 to 6.0 m 13 28 51 8 ### #N/A #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

4.50 4.95 SPT3 13 14 with gravel, 1.5 to 5.0 m 7 33 51 9 30.2 23.3 7.0 #N/A #N/A 2.63 #N/A #N/A #N/A #N/A

5.25 5.55 UDS2 #N/A #N/A #N/A #N/A #N/A 31.2 21.1 10.1 1.92 1.71 12.4 #N/A DS 0.5,1,1.5 0.0 29.1 UC 1.1

6.00 6.45 SPT4 18 16 - very stiff, 6.0 to 10.5 m 3 25 62 10 31.0 22.3 8.7 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

7.50 7.95 SPT5 21 17 - with traces of gravel, 6.0 to 7.5 m 0 25 64 11 31.7 23.2 8.5 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

8.25 8.55 UDS3 #N/A #N/A #N/A #N/A #N/A 32.1 24.3 7.9 1.98 1.79 10.8 #N/A #N/A #N/A #N/A #N/A

9.00 9.45 SPT6 23 17 - with traces of gravel, 9.0 to 10.5 m 3 27 60 10 31.4 23.3 8.2 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A

10.50 10.95 SPT7 32 20 - hard, 10.5 to 11.0 m 0 35 56 9 31.2 24.1 7.1 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A

11.25 11.55 UDS4 #N/A #N/A #N/A #N/A #N/A 31.1 23.3 7.8 1.96 1.77 10.7 #N/A DS 0.5,1,1.5 0.0 30.2

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C29 : Plate 1 of 18

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C29)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 719278 E, 3156025 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 27-May-17

Chainage : Ground Water Level : Boring Finish : 28-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

12.00 12.45 SPT8 39 22 Hard brown sandy silt, low plastic (CL) 2 28 60 10 31.2 24.1 7.1 #N/A #N/A 2.63 #N/A #N/A #N/A #N/A

13.50 13.95 SPT9 53 26 - with traces of gravel, 12.0 to 14.0 m 2 26 64 8 31.1 23.5 7.6 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

14.25 14.55 UDS5 #N/A #N/A #N/A #N/A #N/A 32.2 24.1 8.1 1.97 1.77 11.2 #N/A #N/A #N/A #N/A #N/A UC 1.3

15.00 15.45 SPT10 54 26 0 15 71 14 33.2 22.2 11.0 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

16.50 16.95 SPT11 52 24 #N/A #N/A #N/A #N/A 34.5 23.2 11.3 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A

17.25 17.55 UDS6 #N/A #N/A #N/A #N/A #N/A 34.1 24.1 10.0 2.03 1.80 12.5 #N/A DS 1,2,3 0.0 30.7 UC 1.5

18.00 18.45 SPT12 61 26 - with traces of gravel, 18.0 to 20.0 m 1 17 70 12 34.2 22.2 12.0 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

19.50 19.95 SPT13 62 26 4 14 70 12 34.2 22.2 12.0 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

20.25 20.55 UDS7 #N/A #N/A #N/A #N/A #N/A 32.4 23.1 9.3 2.03 1.82 11.3 #N/A #N/A #N/A #N/A #N/A

21.00 21.45 SPT14 83 31 - with gravel, 21.0 to 22.5 m 11 16 63 10 30.9 22.3 8.6 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

22.50 22.95 SPT15 90 32 0 15 73 12 31.2 22.8 8.4 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A

23.25 23.55 DS2 #N/A #N/A #N/A #N/A #N/A 30.5 23.1 7.4 #N/A

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C29 : Plate 2 of 18

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C29)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 719278 E, 3156025 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 27-May-17

Chainage : Ground Water Level : Boring Finish : 28-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

24.00 24.45 SPT16 93 48 Hard brown sandy silt, low plastic (CL) 43 10 40 7 32.1 22.4 9.7 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A

25.50 25.95 SPT17 96 47 - intermixed with gravel, 24.0 to 28.5 m 49 13 33 5 32.4 23.1 9.3 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

26.25 26.55 UDS8 #N/A 30.9 21.4 9.4 2.04 1.82 12.4 #N/A #N/A #N/A #N/A #N/A UC 1.7

27.00 27.45 SPT18 93 44 48 18 29 5 31.2 23.1 8.1 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

28.50 28.95 SPT19 98 30 - with gravel, 28.5 to 30.45 m 10 24 57 9 31.8 22.2 9.5 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

29.25 29.55 DS3 #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A

30.00 30.45 SPT20 104 31 30.45 5 18 66 11 31.2 19.3 12.0 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C29 : Plate 3 of 18

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Standard Penetration Test

IS : 2131-1981, RA-2007

Borehole Details

SPT Symbol Borehole Number Section

Field
BH-C29 Saket to Tughlakabad
Corrected

Field (N) & Corrected (N') SPT Value

0 20 40 60 80 100
0.0

4.0

8.0

12.0
Depth, m

16.0

20.0

24.0

28.0
104

32.0

Field & Corrected SPT Values vs. Depth

Project No. 217033-C Appendix-C29 : Plate 4 of 18

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Atterberg Test
IS : 2720 (Part-5)-1985, RA-2010

60

A-Line : 0.73(LL-20)
50

CH
CI

40
L I Q U I D L I M I T, WL
Plasticity Index, Ip (%)

30

CL

20
A Line BH-C29
MH or OH

10
MI or OI
CL-ML ML or
ML OL
0
0 10 20 30 40 50 60 70 80 90 100
Liquid Limit, (%)

Plasticity Chart
Project No. 217033-C Appendix-C29 : Plate 5 of 18
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C29 1.50 Sandy silt with gravel (CL) 8 41 44 7 0.129 0.036 0.006 21.5 1.67

BH-C29 3.00 Sandy silt with gravel (CL) 13 28 51 8 0.083 0.029 0.004 20.8 2.53

BH-C29 4.50 Sandy silt with gravel (CL) 7 33 51 9 0.075 0.028 0.004 18.8 2.61

Sandy silt with traces of gravel

BH-C29 6.00 3 25 62 10 0.060 0.022 0.002 30.0 4.03
(CL)

BH-C29 7.50 Sandy silt (CL) 0 25 64 11 0.056 0.020

Hydrometer Analysis Sieve Analysis

SAND GRAVEL
CLAY SILT
FINE MEDIUM COARSE FINE COARSE

100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C29 , Depth: 1.5 m

Borehole No: C29 , Depth: 3 m

20
Borehole No: C29 , Depth: 4.5 m

Borehole No: C29 , Depth: 6 m

10
Borehole No: C29 , Depth: 7.5 m

0
0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C29 : Plate 6 of 18

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

Sandy silt with traces of gravel

BH-C29 9.00 3 27 60 10 0.062 0.023 0.002 31.0 4.27
(CL)

BH-C29 10.50 Sandy silt (CL) 0 35 56 9 0.069 0.025 0.003 23.0 3.02

Sandy silt with traces of gravel

BH-C29 12.00 2 28 60 10 0.062 0.023 0.002 31.0 4.27
(CL)
Sandy silt with traces of gravel
BH-C29 13.50 2 26 64 8 0.060 0.022 0.003 20.0 2.69
(CL)

BH-C29 15.00 Sandy silt (CL) 0 15 71 14 0.020 0.010

Hydrometer Analysis Sieve Analysis

SAND GRAVEL
CLAY SILT
FINE MEDIUM COARSE FINE COARSE

100

90

80

70
% Finer by Weight

60

50

40

30 Borehole No: C29 , Depth: 9 m

Borehole No: C29 , Depth: 10.5 m

20 Borehole No: C29 , Depth: 12 m

Borehole No: C29 , Depth: 13.5 m

10
Borehole No: C29 , Depth: 15 m

0
0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C29 : Plate 7 of 18

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

Sandy silt with traces of gravel

BH-C29 18.00 1 17 70 12 0.050 0.017
(CL)
Sandy silt with traces of gravel
BH-C29 19.50 4 14 70 12 0.050 0.018
(CL)

BH-C29 21.00 Sandy silt with gravel (CL) 11 16 63 10 0.058 0.021 0.002 29.0 3.80

BH-C29 22.50 Sandy silt (CL) 0 15 73 12 0.048 0.017

Sandy silt intermixed with

BH-C29 24.00 43 10 40 7 5.406 0.041 0.006 #### 0.05
gravel (CL)
Hydrometer Analysis Sieve Analysis

SAND GRAVEL
CLAY SILT
FINE MEDIUM COARSE FINE COARSE

100

90

80

70
% Finer by Weight

60

50

40

30 Borehole No: C29 , Depth: 18 m

Borehole No: C29 , Depth: 19.5 m

20 Borehole No: C29 , Depth: 21 m

Borehole No: C29 , Depth: 22.5 m

10 Borehole No: C29 , Depth: 24 m

0
0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C29 : Plate 8 of 18

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

Sandy silt intermixed with

BH-C29 25.50 49 13 33 5 9.668 0.055 0.009 1074 0.03
gravel (CL)
Sandy silt intermixed with
BH-C29 27.00 48 18 29 5 6.472 0.065 0.012 539 0.05
gravel (CL)

BH-C29 28.50 Sandy silt with gravel (CL) 10 24 57 9 0.068 0.025 0.003 22.7 3.06

BH-C29 30.00 Sandy silt with gravel (CL) 5 18 66 11 0.054 0.019

Hydrometer Analysis Sieve Analysis

SAND GRAVEL
CLAY SILT
FINE MEDIUM COARSE FINE COARSE

100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C29 , Depth: 25.5 m

20 Borehole No: C29 , Depth: 27 m

Borehole No: C29 , Depth: 28.5 m

10
Borehole No: C29 , Depth: 30 m

0
0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C29 : Plate 9 of 18

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C29 Sample Depth: 5.25 m

Sample Details

Sample No.: UDS2 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.71

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 29.1 degrees

2.5

2.0

y = 0.5569x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C29 : Plate 10 of 18

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C29 Sample Depth: 11.25 m

Sample Details

Sample No.: UDS4 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.77

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 30.2 degrees

2.5

2.0

y = 0.5811x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C29 : Plate 11 of 18

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C29 Sample Depth: 17.25 m

Sample Details

Sample No.: UDS6 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.80

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 30.7 degrees

2.5

2.0

y = 0.5932x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C29 : Plate 12 of 18

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C29 Initial moisture content : 12.9% Preconsolidation Pressure (PC) kg/cm : 0.70
Sample Details

Test Results
Sample Depth, m: 2.25 Final moisture content : 13.7% Overconsolidation Ratio (OCR): 1.4

Sample No. : UDS-1 Initial Void Ratio before test (eo): 0.59 Compression Index (Cc1) for p < pc: 0.020

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.38 Compression Index (Cc2) for p > pc: 0.157

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.80
CC1 = Compression Index for stress
0.25 - 0.5 7.1E-02
level less than preconsolidation
0.5 - 1.0 1.6E-02
9.4E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.2E-03
2.0 - 4.0 greater than preconsolidation
0.70 2.9E-03
4.0 - 8.0 pressure

0.60
eo = 0.59
Void Ratio, e

0.50

0.40 Lab Curve

Loading Curve
Unloading Curve
0.30
Extrapolated Loading Curve
kg/sqcm
0.65kg/sqcm

Unloading Points
0.42 eo
Field Curve
Pc==0.38

0.20 Loading Points

Po

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C29 : Plate 13 of 18

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C29 Initial moisture content : 10.8% Preconsolidation Pressure (PC) kg/cm : 2.70
Sample Details

Test Results
Sample Depth, m: 8.25 Final moisture content : 11.9% Overconsolidation Ratio (OCR): 1.6

Sample No. : UDS-3 Initial Void Ratio before test (eo): 0.50 Compression Index (Cc1) for p < pc: 0.020

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.30 Compression Index (Cc2) for p > pc: 0.197

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
0.80 (kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.25 - 0.5 6.0E-02
level less than preconsolidation
0.5 - 1.0 2.7E-02
8.1E-03 ........... pressure
0.70 1.0 - 2.0 CC2 = Compression Index for stress level
6.9E-03
2.0 - 4.0 greater than preconsolidation
2.8E-03
4.0 - 8.0 pressure

0.60
Void Ratio, e

0.50
eo = 0.5

0.40
Field Curve

Lab Curve
0.30
Loading Curve
Unloading Curve
Pc = 2.71 kg/sqcm
Po = 1.4 kg/sqcm

0.42 eo Extrapolated Loading Curve

0.20
Unloading Points
Field Curve
Loading Points
0.10

0.00
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C29 : Plate 14 of 18

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C29 Initial moisture content : 11.2% Preconsolidation Pressure (PC) kg/cm : 5.50
Sample Details

Test Results
Sample Depth, m: 14.25 Final moisture content : 12% Overconsolidation Ratio (OCR): 1.5

Sample No. : UDS-5 Initial Void Ratio before test (eo): 0.51 Compression Index (Cc1) for p < pc: 0.020

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.30 Compression Index (Cc2) for p > pc: 0.184

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
0.80 2
(kg/cm )
2/
mv,(cm kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.25 - 0.5 7.5E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
8.9E-03 ........... pressure
0.70 1.0 - 2.0 CC2 = Compression Index for stress level
6.2E-03
2.0 - 4.0 greater than preconsolidation
3.7E-03
4.0 - 8.0 pressure

0.60

eo = 0.51
Void Ratio, e

0.50

0.40
Field Curve

Lab Curve
0.30
Loading Curve
Unloading Curve
Pc = 5.43 kg/sqcm
Po = 2.57 kg/sqcm

0.42 eo Extrapolated Loading Curve

0.20
Unloading Points
Field Curve
Loading Points
0.10

0.00
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C29 : Plate 15 of 18

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C29 Initial moisture content : 11.3% Preconsolidation Pressure (PC) kg/cm : 8.10
Sample Details

Test Results
Sample Depth, m: 20.25 Final moisture content : 11.7% Overconsolidation Ratio (OCR): 1.7

Sample No. : UDS-7 Initial Void Ratio before test (eo): 0.47 Compression Index (Cc1) for p < pc: 0.017

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.27 Compression Index (Cc2) for p > pc: 0.301

0.90
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.80
CC1 = Compression Index for stress
0.25 - 0.5 6.9E-02
level less than preconsolidation
0.5 - 1.0 1.8E-02
9.1E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
0.70 6.0E-03
2.0 - 4.0 greater than preconsolidation
3.9E-03
4.0 - 8.0 pressure

0.60
Void Ratio, e

0.50
eo = 0.47

0.40
Field Curve

0.30 Lab Curve

Loading Curve
Unloading Curve
Pc = 8.43 kg/sqcm

Extrapolated Loading Curve

Po = 3.75 kg/sqcm

0.20
0.42 eo
Unloading Points
Field Curve
Loading Points
0.10

0.00
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C29 : Plate 16 of 18

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C29 Initial moisture content : 12.4% Preconsolidation Pressure (PC) kg/cm : 12.00
Sample Details

Test Results
Sample Depth, m: 26.25 Final moisture content : 13% Overconsolidation Ratio (OCR): 1.8

Sample No. : UDS-9 Initial Void Ratio before test (eo): 0.47 Compression Index (Cc1) for p < pc: 0.015

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.27 Compression Index (Cc2) for p > pc: 0.410

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
0.80 (kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.25 - 0.5 7.1E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
9.2E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
0.70 6.5E-03
2.0 - 4.0 greater than preconsolidation
3.4E-03
4.0 - 8.0 pressure

0.60
Void Ratio, e

0.50
eo = 0.47

0.40
Field Curve

0.30
Lab Curve
Loading Curve
Unloading Curve
Pc = 12.08 kg/sqcm

Extrapolated Loading Curve

Po = 5.04 kg/sqcm

0.20
0.42 eo
Unloading Points
Field Curve
Loading Points
0.10

0.00
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C29 : Plate 17 of 18

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil-Water Extract Test Results

Sulphate Content Chloride Content

Borehole No. Depth, (m) pH Value
(SO3), % (Cl), %

BH-C29 16.5 0.08 0.01 7.5

Chemical Test Results

Consolidation Test Results

Preconsolidation Compression Index
Overconsolidation
Borehole No. Depth, (m) Pressure (PC)
Ratio (OCR) (Cc1) (Cc2)
kg/cm2:

2.25 0.70 1.40 0.020 0.157

8.25 2.70 1.60 0.020 0.197

BH-C29 14.25 5.50 1.50 0.020 0.184

20.25 8.10 1.70 0.017 0.301

26.25 12.00 1.80 0.015 0.410

Consolidation Test Results

Project No. 217033-C Appendix-C29 : Plate 18 of 18

 APPENDIX- BH-C30

Caption Plate
Soil Profiles 1 to 3
Standard Penetration Test Results 4
Plasticity Chart 5
Grain Size Analysis 6 to 9
Shear Test Results 10 to 11
Consolidation Test Results 12 to 16
Chemical Test Results 17
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C30)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 719412 E, 3156007 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 28-May-17

Chainage : Ground Water Level : Boring Finish : 29-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

0.00 1.50 DS1 #N/A Utility Pit 1.50 #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A
Firm to very stiff brown sandy silt, low
1.50 1.95 SPT1 7 10 0 16 74 10 31.9 22.7 9.3 #N/A #N/A 2.63 #N/A #N/A #N/A #N/A
plastic (CL)
2.25 2.55 UDS1 #N/A - firm, 1.5 to 3.0 , #N/A #N/A #N/A #N/A 31.2 19.3 12.0 1.68 1.56 7.4 #N/A #N/A #N/A #N/A #N/A UC 0.8

3.00 3.45 SPT2 8 10 - stiff, 3.0 to 9.0 m 0 20 70 10 30.2 23.3 7.0 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

4.50 4.95 SPT3 10 11 - with traces of gravel, 4.5 to 5.0 m 2 22 67 9 30.6 21.1 9.5 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

5.25 5.55 UDS2 #N/A #N/A #N/A #N/A #N/A 30.2 22.3 8.0 1.72 1.59 8.1 #N/A DS 0.5,1,1.5 0.0 30.3 UC 1.2

6.00 6.45 SPT4 11 11 0 31 61 8 31.2 22.1 9.1 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

7.50 7.95 SPT5 13 12 - with traces of gravel, 7.5 to 11.0 m 1 24 66 9 33.2 22.9 10.4 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A

8.25 8.55 UDS3 #N/A #N/A #N/A #N/A #N/A 31.4 23.3 8.2 1.76 1.64 7.5 #N/A #N/A #N/A #N/A #N/A

9.00 9.45 SPT6 15 13 - very stiff, 9.0 to 11.0 m 1 22 66 11 32.2 24.1 8.1 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A

10.50 10.95 SPT7 16 13 1 23 65 11 31.1 23.3 7.8 #N/A #N/A 2.63 #N/A #N/A #N/A #N/A

11.25 11.55 UDS4 #N/A #N/A #N/A #N/A #N/A 32.2 22.3 10.0 1.82 1.66 9.8 #N/A DS 0.5,1,1.5 0.0 30.9 UC 1.4

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C30 : Plate 1 of 17

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C30)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 719412 E, 3156007 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 28-May-17

Chainage : Ground Water Level : Boring Finish : 29-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

Very stiff to hard brown sandy silt, low

12.00 12.45 SPT8 20 15 1 21 68 10 31.1 23.5 7.6 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A
plastic (CL)
13.50 13.95 SPT9 22 15 - very stiff, 12.0 to 16.5 m 2 18 70 10 32.5 24.5 7.9 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

14.25 14.55 UDS5 #N/A - with traces of gravel, 12.0 to 20.0 m #N/A #N/A #N/A #N/A 33.3 22.2 11.0 1.92 1.74 10.4 #N/A #N/A #N/A #N/A #N/A

15.00 15.45 SPT10 27 17 1 18 69 12 34.5 23.2 11.3 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A

16.50 16.95 SPT11 32 18 - hard, 16.5 to 23.0 m 1 21 68 10 34.1 23.9 10.3 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

17.25 17.55 DS2 #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A

18.00 18.45 SPT12 35 18 #N/A #N/A #N/A #N/A 34.2 22.1 12.1 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

19.50 19.95 SPT13 41 19 4 14 70 12 34.2 22.5 11.7 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A

20.25 20.55 DS3 #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A

21.00 21.45 SPT14 39 18 0 14 74 12 32.4 22.9 9.6 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A

22.50 22.95 SPT15 43 19 0 14 77 9 31.4 21.5 9.9 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A

23.25 23.55 DS4 #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C30 : Plate 2 of 17

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C30)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 719412 E, 3156007 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 28-May-17

Chainage : Ground Water Level : Boring Finish : 29-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

24.00 24.45 SPT16 52 21 Hard brown sandy silt, low plastic (CL) 1 16 74 9 33.5 23.5 10.0 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

25.50 25.95 SPT17 57 22 - with traces of gravel, 24.0 to 25.5 m 0 20 69 11 32.5 24.1 8.4 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

26.25 26.55 DS5 #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A

27.00 27.45 SPT18 63 22 - with traces of gravel, 27.0 to 30.45 m 1 19 69 11 32.1 22.4 9.7 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A

28.50 28.95 SPT19 77 25 4 14 70 12 32.4 22.5 9.9 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A

29.25 29.55 DS6 #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A

30.00 30.45 SPT20 92 29 30.45 1 17 70 12 31.0 22.5 8.5 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C30 : Plate 3 of 17

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Standard Penetration Test

IS : 2131-1981, RA-2007

Borehole Details

SPT Symbol Borehole Number Section

Field
BH-C30 Saket to Tughlakabad
Corrected

Field (N) & Corrected (N') SPT Value

0 20 40 60 80 100
0.0

4.0

8.0

12.0
Depth, m

16.0

20.0

24.0

28.0

32.0

Field & Corrected SPT Values vs. Depth

Project No. 217033-C Appendix-C30 : Plate 4 of 17

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Atterberg Test
IS : 2720 (Part-5)-1985, RA-2010

60

A-Line : 0.73(LL-20)
50

CH
CI

40
L I Q U I D L I M I T, WL
Plasticity Index, Ip (%)

30

CL

20
A Line BH-C30
MH or OH

10
MI or OI
CL-ML ML or
ML OL
0
0 10 20 30 40 50 60 70 80 90 100
Liquid Limit, (%)

Plasticity Chart
Project No. 217033-C Appendix-C30 : Plate 5 of 17
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C30 1.50 Sandy silt (CL) 0 16 74 10 0.018 0.010 0.002 9.0 2.78

BH-C30 3.00 Sandy silt (CL) 0 20 70 10 0.020 0.010 0.002 10.0 2.50

Sandy silt with traces of gravel

BH-C30 4.50 2 22 67 9 0.021 0.011 0.003 7.0 1.92
(CL)

BH-C30 6.00 Sandy silt (CL) 0 31 61 8 0.023 0.011 0.003 7.7 1.75

Sandy silt with traces of gravel

BH-C30 7.50 1 24 66 9 0.021 0.011 0.003 7.0 1.92
(CL)
Hydrometer Analysis Sieve Analysis

SAND GRAVEL
CLAY SILT
FINE MEDIUM COARSE FINE COARSE

100

90

80

70
% Finer by Weight

60

50

40

30 Borehole No: C30 , Depth: 1.5 m

Borehole No: C30 , Depth: 3 m

20
Borehole No: C30 , Depth: 4.5 m

Borehole No: C30 , Depth: 6 m

10
Borehole No: C30 , Depth: 7.5 m

0
0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C30 : Plate 6 of 17

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

Sandy silt with traces of gravel

BH-C30 9.00 1 22 66 11 0.055 0.020
(CL)
Sandy silt with traces of gravel
BH-C30 10.50 1 23 65 11 0.056 0.020
(CL)
Sandy silt with traces of gravel
BH-C30 12.00 1 21 68 10 0.054 0.019 0.002 27.0 3.34
(CL)
Sandy silt with traces of gravel
BH-C30 13.50 2 18 70 10 0.052 0.019 0.002 26.0 3.47
(CL)
Sandy silt with traces of gravel
BH-C30 15.00 1 18 69 12 0.051 0.018
(CL)
Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30 Borehole No: C30 , Depth: 9 m

Borehole No: C30 , Depth: 10.5 m

20 Borehole No: C30 , Depth: 12 m

Borehole No: C30 , Depth: 13.5 m

10
Borehole No: C30 , Depth: 15 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C30 : Plate 7 of 17

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

Sandy silt with traces of gravel

BH-C30 16.50 1 21 68 10 0.054 0.019 0.002 27.0 3.34
(CL)
Sandy silt with traces of gravel
BH-C30 19.50 4 14 70 12 0.050 0.017
(CL)

BH-C30 21.00 Sandy silt (CL) 0 14 74 12 0.047 0.016

BH-C30 22.50 Sandy silt (CL) 0 14 77 9 0.047 0.016 0.002 23.5 2.72

Sandy silt with traces of gravel

BH-C30 24.00 1 16 74 9 0.049 0.017 0.002 24.5 2.95
(CL)
Hydrometer Analysis Sieve Analysis

SAND GRAVEL
CLAY SILT
FINE MEDIUM COARSE FINE COARSE

100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C30 , Depth: 16.5 m

Borehole No: C30 , Depth: 19.5 m

20
Borehole No: C30 , Depth: 21 m

Borehole No: C30 , Depth: 22.5 m

10
Borehole No: C30 , Depth: 24 m

0
0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C30 : Plate 8 of 17

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C30 25.50 Sandy silt (CL) 0 20 69 11 0.052 0.018

Sandy silt with traces of gravel
BH-C30 27.00 1 19 69 11 0.052 0.018
(CL)
Sandy silt with traces of gravel
BH-C30 28.50 4 14 70 12 0.051 0.018
(CL)
Sandy silt with traces of gravel
BH-C30 30.00 1 17 70 12 0.050 0.018
(CL)

Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C30 , Depth: 25.5 m

20 Borehole No: C30 , Depth: 27 m

Borehole No: C30 , Depth: 28.5 m

10
Borehole No: C30 , Depth: 30 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C30 : Plate 9 of 17

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C30 Sample Depth: 5.25 m

Sample Details

Sample No.: UDS2 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.59

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 30.3 degrees

2.5

2.0

y = 0.5852x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C30 : Plate 10 of 17

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C30 Sample Depth: 11.25 m

Sample Details

Sample No.: UDS4 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.66

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 30.9 degrees

2.5

2.0

y = 0.5993x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C30 : Plate 11 of 17

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C30 Initial moisture content : 7.4% Preconsolidation Pressure (PC) kg/cm : 0.70
Sample Details

Test Results
Sample Depth, m: 2.25 Final moisture content : 8.2% Overconsolidation Ratio (OCR): 1.5

Sample No. : UDS-1 Initial Void Ratio before test (eo): 0.72 Compression Index (Cc1) for p < pc: 0.022

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.49 Compression Index (Cc2) for p > pc: 0.144

1.10

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
1.00 (kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.25 - 0.5 7.1E-02
level less than preconsolidation
0.5 - 1.0 1.6E-02
0.90 9.4E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.2E-03
2.0 - 4.0 greater than preconsolidation
2.9E-03
4.0 - 8.0 pressure
0.80

eo = 0.72
0.70
Void Ratio, e

0.60

Lab Curve
0.50

0.40 Loading Curve

Pc = 0.79 kg/sqcm
Po = 0.38 kg/sqcm

Unloading Curve
Extrapolated Loading Curve
0.30
0.42 eo Unloading Points
Field Curve
Loading Points
0.20

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C30 : Plate 12 of 17

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C30 Initial moisture content : 8.1% Preconsolidation Pressure (PC) kg/cm : 2.70
Sample Details

Test Results
Sample Depth, m: 5.25 Final moisture content : 8.9% Overconsolidation Ratio (OCR): 1.7

Sample No. : UDS-3 Initial Void Ratio before test (eo): 0.69 Compression Index (Cc1) for p < pc: 0.022

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.46 Compression Index (Cc2) for p > pc: 0.149

1.00
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
2 2/
(kg/cm ) mv,(cm kg) Pc = Preconsolidation Pressure
0.90 CC1 = Compression Index for stress
0.25 - 0.5 6.0E-02
level less than preconsolidation
0.5 - 1.0 2.7E-02
8.1E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.9E-03
2.0 - 4.0 greater than preconsolidation
2.8E-03
0.80 4.0 - 8.0 pressure

0.70
eo = 0.69
Void Ratio, e

0.60

0.50
Lab Curve
Loading Curve
Unloading Curve
0.40
Extrapolated Loading Curve
Unloading Points
Pc = 2.82 kg/sqcm
Po = 1.4 kg/sqcm

Field Curve

0.30 Loading Points

0.42 eo

0.20
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C30 : Plate 13 of 17

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C30 Initial moisture content : 7.5% Preconsolidation Pressure (PC) kg/cm : 5.50
Sample Details

Test Results
Sample Depth, m: 8.25 Final moisture content : 8.7% Overconsolidation Ratio (OCR): 1.9

Sample No. : UDS-5 Initial Void Ratio before test (eo): 0.63 Compression Index (Cc1) for p < pc: 0.020

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.40 Compression Index (Cc2) for p > pc: 0.190

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.80 CC1 = Compression Index for stress
0.25 - 0.5 7.5E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
8.9E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.2E-03
2.0 - 4.0 greater than preconsolidation
3.7E-03
4.0 - 8.0 pressure
0.70

eo = 0.63

0.60
Void Ratio, e

0.50

Lab Curve
Loading Curve
0.40 Field Curve
Unloading Curve
Extrapolated Loading Curve
Unloading Points
Field Curve
Pc = 4.87 kg/sqcm
Po = 2.57 kg/sqcm

0.30 Loading Points

0.42 eo

0.20
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C30 : Plate 14 of 17

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C30 Initial moisture content : 9.8% Preconsolidation Pressure (PC) kg/cm : 8.10
Sample Details

Test Results
Sample Depth, m: 11.25 Final moisture content : 10.6% Overconsolidation Ratio (OCR): 2.0

Sample No. : UDS-7 Initial Void Ratio before test (eo): 0.61 Compression Index (Cc1) for p < pc: 0.017

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.40 Compression Index (Cc2) for p > pc: 0.224

0.90
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.80 CC1 = Compression Index for stress
0.25 - 0.5 6.9E-02
level less than preconsolidation
0.5 - 1.0 1.8E-02
9.1E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.0E-03
2.0 - 4.0 greater than preconsolidation
0.70 3.9E-03
4.0 - 8.0 pressure

eo = 0.61
0.60
Void Ratio, e

0.50

Lab Curve Field Curve

0.40

Loading Curve
Unloading Curve
Pc = 8.42 kg/sqcm

0.30
Po = 3.75 kg/sqcm

Extrapolated Loading Curve

0.42 eo Unloading Points
Field Curve

0.20 Loading Points

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C30 : Plate 15 of 17

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C30 Initial moisture content : 10.4% Preconsolidation Pressure (PC) kg/cm : 12.00
Sample Details

Test Results
Sample Depth, m: 14.25 Final moisture content : 11.9% Overconsolidation Ratio (OCR): 2.3

Sample No. : UDS-9 Initial Void Ratio before test (eo): 0.54 Compression Index (Cc1) for p < pc: 0.015

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.33 Compression Index (Cc2) for p > pc: 0.213

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
0.80 (kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.25 - 0.5 7.1E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
9.2E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
0.70 6.5E-03
2.0 - 4.0 greater than preconsolidation
3.4E-03
4.0 - 8.0 pressure

0.60

eo = 0.54
Void Ratio, e

0.50

0.40 Field Curve

Lab Curve

0.30
Loading Curve
Pc = 11.85 kg/sqcm
Po = 5.04 kg/sqcm

Unloading Curve
0.42 eo
Extrapolated Loading Curve
0.20
Unloading Points
Field Curve
Loading Points
0.10

0.00
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C30 : Plate 16 of 17

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil-Water Extract Test Results

Sulphate Content Chloride Content

Borehole No. Depth, (m) pH Value
(SO3), % (Cl), %

BH-C30 16.5 0.08 0.01 8.4

Chemical Test Results

Consolidation Test Results

Preconsolidation Compression Index
Overconsolidation
Borehole No. Depth, (m) Pressure (PC)
Ratio (OCR) (Cc1) (Cc2)
kg/cm2:

2.25 0.70 1.50 0.022 0.144

8.25 2.70 1.70 0.022 0.149

BH-C30 14.25 5.50 1.90 0.020 0.190

20.25 8.10 2.00 0.017 0.224

26.25 12.00 2.30 0.015 0.213

Consolidation Test Results

Project No. 217033-C Appendix-C30 : Plate 17 of 17

 APPENDIX- BH-C31

Caption Plate
Soil Profiles 1 to 3
Standard Penetration Test Results 4
Plasticity Chart 5
Grain Size Analysis 6 to 9
Shear Test Results 10 to 14
Consolidation Test Results 15 to 19
Chemical Test Results 20
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C31)

Location : Saket to Tughlakabad Termination Depth : 30.12 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 719703 E, 3155979 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 29-May-17

Chainage : Ground Water Level : Boring Finish : 30-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

0.00 1.00 DS1 #N/A Utility Pit 1.50 #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #DIV/0!
Stiff to very stiff btown sandy silt, low
1.50 1.95 SPT1 11 16 0 44 43 13 28.9 19.7 9.2 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A #DIV/0!
plastic (CL)
2.25 2.55 UDS1 #N/A - stiff, 1.5 to 3.0 m #N/A #N/A #N/A #N/A 28.2 18.7 9.6 1.70 1.57 8.2 #N/A #N/A #N/A #N/A #N/A UC 0.5

3.00 3.45 SPT2 17 20 - very stiff, 3.0 to 11.5 m 0 43 41 16 29.3 16.3 13.0 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A #DIV/0!

4.50 4.95 SPT3 21 23 0 51 38 11 29.1 16.9 12.2 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A #DIV/0!

5.25 5.55 UDS2 #N/A #N/A #N/A #N/A #N/A 29.8 17.2 12.6 1.74 1.59 9.5 #N/A DS 0.5 ,1, 1.5 0.0 32.6 UC 0.6

6.00 6.45 SPT4 21 21 - with traces of gravel, 6.0 to 11.0 m 2 36 45 17 31.6 20.7 11.0 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A #DIV/0!

7.50 7.95 SPT5 23 21 1 39 48 12 29.6 19.6 10.0 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A #DIV/0!

8.25 8.55 UDS3 #N/A #N/A #N/A #N/A #N/A 31.5 19.9 11.7 1.78 1.61 10.5 #N/A #N/A #N/A #N/A #N/A #DIV/0!

9.00 9.45 SPT6 20 17 1 34 47 18 34.0 16.2 17.8 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A #DIV/0!

10.50 10.95 SPT7 28 19 2 37 44 17 29.6 18.0 11.5 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A #DIV/0!

11.25 11.55 UDS4 #N/A #N/A #N/A #N/A #N/A 33.7 19.3 14.4 1.82 1.63 11.5 #N/A DS 0.5 ,1, 1.5 0.0 33.2 UC 0.9

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C31 : Plate 1 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C31)

Location : Saket to Tughlakabad Termination Depth : 30.12 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 719703 E, 3155979 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 29-May-17

Chainage : Ground Water Level : Boring Finish : 30-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

Very stiff to hard brown sandy silt, low

12.00 12.45 SPT8 28 19 2 32 48 18 28.1 16.2 11.9 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A #DIV/0!
plastic (CL)
13.50 13.95 SPT9 29 19 - very stiff, 12.0 to 15.0 m 0 35 52 13 28.5 17.5 11.0 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A #DIV/0!

14.25 14.55 UDS5 #N/A - with traces of gravel, 12.0 to 13.5 m #N/A #N/A #N/A #N/A 29.6 17.8 11.8 1.85 1.65 12.3 #N/A #N/A #N/A #N/A #N/A #DIV/0!

15.00 15.45 SPT10 32 19 0 40 44 16 30.6 20.0 10.6 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A #DIV/0!

16.50 16.95 SPT11 35 20 - hard, 15.0 to 23.5 m 0 39 44 17 29.3 19.2 10.0 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A #DIV/0!

17.25 17.55 UDS6 #N/A #N/A #N/A #N/A #N/A 32.1 19.5 12.6 1.90 1.67 13.6 #N/A DS 1,2,3 0.0 33.9 UC 1.3

18.00 18.45 SPT12 39 21 0 38 45 17 28.6 18.2 10.4 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A #DIV/0!

19.50 19.95 SPT13 43 22 - with traces of gravel, 19.5 to 22.5 m 2 35 51 12 31.8 18.8 13.1 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A #DIV/0!

20.25 20.55 UDS7 #N/A #N/A #N/A #N/A #N/A 30.5 18.7 11.8 1.95 1.71 14.3 #N/A DS 1,2,3 0.0 33.6 #DIV/0!

21.00 21.45 SPT14 47 23 1 41 42 16 28.7 16.9 11.9 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A #DIV/0!

22.50 22.95 SPT15 54 25 0 40 44 16 29.6 18.2 11.3 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A #DIV/0!

23.25 23.55 UDS8 #N/A #N/A #N/A #N/A #N/A 33.8 20.5 13.4 1.99 1.72 15.9 #N/A DS 1,2,3 0.0 34.7 #DIV/0!

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C31 : Plate 2 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C31)

Location : Saket to Tughlakabad Termination Depth : 30.12 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 719703 E, 3155979 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 29-May-17

Chainage : Ground Water Level : Boring Finish : 30-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

24.00 24.45 SPT16 65 28 Hard brown sandy silt, low plastic (CL) 1 39 43 17 33.8 19.5 14.3 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A #DIV/0!

25.50 25.95 SPT17 72 30 - with traces of gravel, 24.0 to 25.5 m 0 39 49 12 28.6 17.6 11.0 #N/A #N/A 2.69 #N/A #N/A #N/A #N/A #DIV/0!

26.25 26.40 DS2 #N/A #N/A #N/A #N/A #N/A 25.4 17.6 7.8 #N/A #N/A #N/A #N/A #N/A UC 1.8
100/ 100/
27.00 27.30 SPT18 - with traces of gravel, 27.0 to 30.12 m 1 42 41 16 24.3 15.6 8.6 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A #DIV/0!
15cm 15cm
Ref*/ Ref*/
28.50 28.65 SPT19 1 40 43 16 27.5 18.6 8.9 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A #DIV/0!
15cm 15cm
29.25 29.35 DS3 #N/A 29.6 20.3 9.3 #DIV/0!
Ref*/ Ref*/
30.00 30.12 SPT20 30.12 4 37 43 16 29.7 19.5 10.2 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A #N/A
12cm 12cm
#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C31 : Plate 3 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Standard Penetration Test

IS : 2131-1981, RA-2007

Borehole Details

SPT Symbol Borehole Number Section

Field
BH-C31 Saket to Tughlakabad
Corrected

Field (N) & Corrected (N') SPT Value

0 20 40 60 80 100
0.0

4.0

8.0

12.0
Depth, m

16.0

20.0

24.0

Ref*/15cm
Ref*/15cm

28.0

32.0

Field & Corrected SPT Values vs. Depth

Project No. 217033-C Appendix-C31 : Plate 4 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Atterberg Test
IS : 2720 (Part-5)-1985, RA-2010

60

A-Line : 0.73(LL-20)
50

CH
CI

40
L I Q U I D L I M I T, WL
Plasticity Index, Ip (%)

30

CL

20
A Line BH-C31
MH or OH

10
MI or OI
CL-ML ML or
ML OL
0
0 10 20 30 40 50 60 70 80 90 100
Liquid Limit, (%)

Plasticity Chart
Project No. 217033-C Appendix-C31 : Plate 5 of 20
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C31 1.50 Sandy silt (CL) 0 44 43 13 0.099 0.018

BH-C31 3.00 Sandy silt (CL) 0 43 41 16 0.092 0.008

BH-C31 4.50 Silty fine sand (SM) 0 51 38 11 0.133 0.024

Sandy silt with traces of gravel

BH-C31 6.00 2 36 45 17 0.071 0.007
(CL)
Sandy silt with traces of gravel
BH-C31 7.50 1 39 48 12 0.082 0.022
(CL)
Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30 Borehole No: C31 , Depth: 1.5 m

Borehole No: C31 , Depth: 3 m

20 Borehole No: C31 , Depth: 4.5 m

Borehole No: C31 , Depth: 6 m

10 Borehole No: C31 , Depth: 7.5 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C31 : Plate 6 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

Sandy silt with traces of gravel

BH-C31 9.00 1 34 47 18 0.060 0.006
(CL)
Sandy silt with traces of gravel
BH-C31 10.50 2 37 44 17 0.071 0.007
(CL)
Sandy silt with traces of gravel
BH-C31 12.00 2 32 48 18 0.054 0.006
(CL)

BH-C31 13.50 Sandy silt (CL) 0 35 52 13 0.067 0.020

BH-C31 15.00 Sandy silt (CL) 0 40 44 16 0.082 0.007

Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30 Borehole No: C31 , Depth: 9 m

Borehole No: C31 , Depth: 10.5 m

20 Borehole No: C31 , Depth: 12 m

Borehole No: C31 , Depth: 13.5 m

10 Borehole No: C31 , Depth: 15 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C31 : Plate 7 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C31 16.50 Sandy silt (CL) 0 39 44 17 0.073 0.007

BH-C31 18.00 Sandy silt (CL) 0 38 45 17 0.069 0.007

Sandy silt with traces of gravel

BH-C31 19.50 2 35 51 12 0.071 0.024
(CL)
Sandy silt with traces of gravel
BH-C31 21.00 1 41 42 16 0.088 0.008
(CL)

BH-C31 22.50 Sandy silt (CL) 0 40 44 16 0.080 0.007

Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30 Borehole No: C31 , Depth: 16.5 m

Borehole No: C31 , Depth: 18 m

20 Borehole No: C31 , Depth: 19.5 m

Borehole No: C31 , Depth: 21 m

10 Borehole No: C31 , Depth: 22.5 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C31 : Plate 8 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

Sandy silt with traces of gravel

BH-C31 24.00 1 39 43 17 0.076 0.007
(CL)

BH-C31 25.50 Sandy silt (CL) 0 39 49 12 0.074 0.023

Sandy silt with traces of gravel

BH-C31 27.00 1 42 41 16 0.107 0.008
(CL)
Sandy silt with traces of gravel
BH-C31 28.50 1 40 43 16 0.088 0.007
(CL)
Sandy silt with traces of gravel
BH-C31 30.00 4 37 43 16 0.086 0.008
(CL)
Hydrometer Analysis Sieve Analysis

SAND GRAVEL
CLAY SILT
FINE MEDIUM COARSE FINE COARSE

100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C31 , Depth: 24 m

Borehole No: C31 , Depth: 25.5 m

20
Borehole No: C31 , Depth: 27 m

10 Borehole No: C31 , Depth: 28.5 m

Borehole No: C31 , Depth: 30 m

0
0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C31 : Plate 9 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C31 Sample Depth: 5.25 m

Sample Details

Sample No.: UDS2 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.59

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 32.6 degrees

2.5

2.0
y = 0.6395x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C31 : Plate 10 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C31 Sample Depth: 11.25 m

Sample Details

Sample No.: UDS4 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.63

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 33.2 degrees

2.5

2.0 y = 0.6556x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C31 : Plate 11 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C31 Sample Depth: 17.25 m

Sample Details

Sample No.: UDS6 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.67

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 33.9 degrees

2.5

2.0 y = 0.6717x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C31 : Plate 12 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C31 Sample Depth: 20.25 m

Sample Details

Sample No.: UDS7 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.71

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 33.6 degrees

2.5

2.0 y = 0.6637x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C31 : Plate 13 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C31 Sample Depth: 23.25 m

Sample Details

Sample No.: UDS8 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.72

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 34.7 degrees

2.5

y = 0.6918x
2.0
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C31 : Plate 14 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C31 Initial moisture content : 8.2% Preconsolidation Pressure (PC) kg/cm : 0.70
Sample Details

Test Results
Sample Depth, m: 2.25 Final moisture content : 9.7% Overconsolidation Ratio (OCR): 1.4

Sample No. : UDS-1 Initial Void Ratio before test (eo): 0.71 Compression Index (Cc1) for p < pc: 0.022

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.49 Compression Index (Cc2) for p > pc: 0.157

1.00
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
2 2/
(kg/cm ) mv,(cm kg) Pc = Preconsolidation Pressure
0.90 CC1 = Compression Index for stress
0.25 - 0.5 7.1E-02
level less than preconsolidation
0.5 - 1.0 1.6E-02
9.4E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.2E-03
2.0 - 4.0 greater than preconsolidation
0.80 2.9E-03
4.0 - 8.0 pressure

eo = 0.71
0.70
Void Ratio, e

0.60

0.50 Lab Curve

Loading Curve
Unloading Curve
0.40 Extrapolated Loading Curve
Pc = 0.88 kg/sqcm

Unloading Points
Po = 0.38 kg/sqcm

Field Curve
Loading Points
0.30
0.42 eo

0.20
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C31 : Plate 15 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C31 Initial moisture content : 10.5% Preconsolidation Pressure (PC) kg/cm : 2.70
Sample Details

Test Results
Sample Depth, m: 8.25 Final moisture content : 11.4% Overconsolidation Ratio (OCR): 1.7

Sample No. : UDS-3 Initial Void Ratio before test (eo): 0.66 Compression Index (Cc1) for p < pc: 0.020

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.44 Compression Index (Cc2) for p > pc: 0.197

1.00

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
0.90 (kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.25 - 0.5 6.0E-02
level less than preconsolidation
0.5 - 1.0 2.7E-02
8.1E-03 ........... pressure
0.80 1.0 - 2.0 CC2 = Compression Index for stress level
6.9E-03
2.0 - 4.0 greater than preconsolidation
2.8E-03
4.0 - 8.0 pressure

0.70
eo = 0.66
Void Ratio, e

0.60

0.50

Lab Curve

0.40
Loading Curve
Pc = 2.57 kg/sqcm

Unloading Curve
Po = 1.4 kg/sqcm

Extrapolated Loading Curve

0.30
0.42 eo Unloading Points
Field Curve
Loading Points
0.20

0.10
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C31 : Plate 16 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C31 Initial moisture content : 12.3% Preconsolidation Pressure (PC) kg/cm : 5.50
Sample Details

Test Results
Sample Depth, m: 14.25 Final moisture content : 13.9% Overconsolidation Ratio (OCR): 2.0

Sample No. : UDS-5 Initial Void Ratio before test (eo): 0.62 Compression Index (Cc1) for p < pc: 0.017

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.39 Compression Index (Cc2) for p > pc: 0.184

1.00

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
0.90 2
(kg/cm )
2/
mv,(cm kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.25 - 0.5 7.5E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
8.9E-03 ........... pressure
0.80 1.0 - 2.0 CC2 = Compression Index for stress level
6.2E-03
2.0 - 4.0 greater than preconsolidation
3.7E-03
4.0 - 8.0 pressure

0.70

eo = 0.62
Void Ratio, e

0.60

0.50

Field Curve
Lab Curve
0.40
Loading Curve
Unloading Curve
Pc = 5.55 kg/sqcm

Extrapolated Loading Curve

Po = 2.57 kg/sqcm

0.30
Unloading Points
0.42 eo
Field Curve
Loading Points
0.20

0.10
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C31 : Plate 17 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C31 Initial moisture content : 14.3% Preconsolidation Pressure (PC) kg/cm : 8.10
Sample Details

Test Results
Sample Depth, m: 20.25 Final moisture content : 15.6% Overconsolidation Ratio (OCR): 1.9

Sample No. : UDS-7 Initial Void Ratio before test (eo): 0.57 Compression Index (Cc1) for p < pc: 0.017

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.36 Compression Index (Cc2) for p > pc: 0.301

0.90
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.80
CC1 = Compression Index for stress
0.25 - 0.5 6.9E-02
level less than preconsolidation
0.5 - 1.0 1.8E-02
9.1E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
0.70 6.0E-03
2.0 - 4.0 greater than preconsolidation
3.9E-03
4.0 - 8.0 pressure

0.60
eo = 0.57
Void Ratio, e

0.50

Field Curve
0.40
Lab Curve

0.30
Pc = 8.69 kg/sqcm

Loading Curve
Po = 3.75 kg/sqcm

0.42 eo Unloading Curve

Extrapolated Loading Curve
0.20
Unloading Points
Field Curve
Loading Points
0.10

0.00
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C31 : Plate 18 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C31 Initial moisture content : 15.9% Preconsolidation Pressure (PC) kg/cm : 12.00
Sample Details

Test Results
Sample Depth, m: 23.25 Final moisture content : 16.7% Overconsolidation Ratio (OCR): 2.3

Sample No. : UDS-9 Initial Void Ratio before test (eo): 0.56 Compression Index (Cc1) for p < pc: 0.014

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.34 Compression Index (Cc2) for p > pc: 0.410

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.80 CC1 = Compression Index for stress
0.25 - 0.5 7.1E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
9.2E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.5E-03
2.0 - 4.0 greater than preconsolidation
0.70 3.4E-03
4.0 - 8.0 pressure

0.60

eo = 0.56
Void Ratio, e

0.50

0.40
Field Curve

Lab Curve
Loading Curve
Unloading Curve
0.30
Extrapolated Loading Curve
Pc = 11.96 kg/sqcm

Unloading Points
Po = 5.04 kg/sqcm

0.42 eo Field Curve

0.20 Loading Points

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C31 : Plate 19 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil-Water Extract Test Results

Sulphate Content Chloride Content

Borehole No. Depth, (m) pH Value
(SO3), % (Cl), %

BH-C31 16.5 0.09 0.02 8.1

Chemical Test Results

Consolidation Test Results

Preconsolidation Compression Index
Overconsolidation
Borehole No. Depth, (m) Pressure (PC)
Ratio (OCR) (Cc1) (Cc2)
kg/cm2:

2.25 0.70 1.40 0.022 0.157

8.25 2.70 1.70 0.020 0.197

BH-C31 14.25 5.50 2.00 0.017 0.184

20.25 8.10 1.90 0.017 0.301

23.25 12.00 2.30 0.014 0.410

Consolidation Test Results

Project No. 217033-C Appendix-C31 : Plate 20 of 20

 APPENDIX- BH-C32

Caption Plate
Soil Profiles 1 to 3
Standard Penetration Test Results 4
Plasticity Chart 5
Grain Size Analysis 6 to 9
Shear Test Results 10 to 13
Consolidation Test Results 14 to 18
Chemical Test Results 19
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C32)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 719890 E, 3156004 N Ground Water Depth : Not Met Casing Depth : 6.0 m

Survey Coordinates : Surface Elevation : Boring Start : 31-May-17

Chainage : Ground Water Level : Boring Finish : 01-Jun-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

0.00 1.00 DS1 #N/A Utility Pit 1.50 #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #DIV/0!
Stiff to very stiff brown sandy silt, low
1.50 1.95 SPT1 11 16 0 37 48 15 23.6 16.0 7.7 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A #DIV/0!
plastic (CL)
2.25 2.55 UDS1 #N/A #N/A #N/A #N/A #N/A 29.5 20.0 9.6 1.72 1.58 9.2 #N/A DS 0.5 ,1, 1.5 0.0 31.1 #DIV/0!

3.00 3.45 SPT2 15 18 - stiff, 1.5 to 3.0 m 0 27 53 20 28.8 17.3 11.5 #N/A #N/A 2.62 #N/A #N/A #N/A #N/A #DIV/0!

4.50 4.95 SPT3 17 18 - very stiff, 4.5 to 11.5 m 2 21 71 6 28.8 20.5 8.3 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A #DIV/0!

5.25 5.55 UDS2 #N/A - with traces of gravel, 4.5 to 6.0 m #N/A #N/A #N/A #N/A 29.6 19.6 9.9 1.79 1.62 10.5 #N/A #N/A #N/A #N/A #N/A UC 0.6

6.00 6.45 SPT4 25 24 - with gravel, 6.0 to 7.5 m 11 19 52 18 30.2 20.2 10.0 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A #DIV/0!

7.50 7.95 SPT5 27 24 0 69 27 4 33.1 19.7 13.4 #N/A #N/A 2.62 #N/A #N/A #N/A #N/A #DIV/0!

8.25 8.55 UDS3 #N/A #N/A #N/A #N/A #N/A 32.7 18.7 14.0 1.86 1.65 12.6 #N/A DS 0.5 ,1, 1.5 0.0 32.0 UC 1.0

9.00 9.45 SPT6 16 14 0 73 20 7 33.6 18.3 15.3 #N/A #N/A 2.63 #N/A #N/A #N/A #N/A #DIV/0!

10.50 10.95 SPT7 18 15 0 71 22 7 32.6 19.3 13.3 #N/A #N/A 2.61 #N/A #N/A #N/A #N/A #DIV/0!

11.25 11.55 UDS4 #N/A #N/A #N/A #N/A #N/A ### #N/A 1.91 1.68 13.5 #N/A #N/A #N/A #N/A #N/A #DIV/0!

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C32 : Plate 1 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C32)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 719890 E, 3156004 N Ground Water Depth : Not Met Casing Depth : 6.0 m

Survey Coordinates : Surface Elevation : Boring Start : 31-May-17

Chainage : Ground Water Level : Boring Finish : 01-Jun-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

Very stiff to hard brown sandy silt, low

12.00 12.45 SPT8 23 17 19 38 34 9 ### #N/A #N/A #N/A 2.67 #N/A #N/A #N/A #N/A #DIV/0!
plastic (CL)
13.50 13.95 SPT9 26 18 - very stiff, 12.0 to 13.5 m 2 25 53 20 30.5 20.5 10.0 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A #DIV/0!

14.25 14.55 UDS5 #N/A - with gravel, 12.0 to 13.5 m #N/A #N/A #N/A #N/A 29.0 18.3 10.8 1.94 1.70 14.2 #N/A DS 0.5 ,1, 1.5 0.0 34.8 UC 1.5

15.00 15.45 SPT10 39 22 - hard, 15.0 to 23.5 m 4 25 52 19 29.4 17.0 12.4 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A #DIV/0!

16.50 16.95 SPT11 46 25 - with traces of gravel, 13.5 to 16.5 m 11 24 42 23 27.4 17.1 10.2 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A #DIV/0!

17.25 17.55 UDS6 #N/A - with gravel, 16.5 to 19.5 m #N/A #N/A #N/A #N/A 27.7 17.2 10.5 1.97 1.71 15.1 #N/A #N/A #N/A #N/A #N/A UC 1.5

18.00 18.45 SPT12 38 21 5 25 51 19 32.0 21.2 10.8 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A #DIV/0!

19.50 19.95 SPT13 41 22 0 25 55 20 33.4 19.6 13.8 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A #DIV/0!

20.25 20.55 UDS7 #N/A #N/A #N/A #N/A #N/A 28.1 16.8 11.3 2.04 1.75 16.8 #N/A DS 1,2,3 0.0 35.9 #DIV/0!

21.00 21.45 SPT14 49 24 - with traces of gravel, 21.0 to 22.5 m 2 24 54 20 30.1 16.7 13.4 #N/A #N/A 2.69 #N/A #N/A #N/A #N/A #DIV/0!

22.50 22.95 SPT15 56 26 - with gravel, 22.5 to 23.0 m 5 44 44 7 34.4 18.0 16.3 #N/A #N/A 2.69 #N/A #N/A #N/A #N/A #DIV/0!

23.25 23.55 UDS8 #N/A #N/A #N/A #N/A #N/A 31.4 19.4 12.0 2.07 1.76 17.5 #N/A #N/A #N/A #N/A #N/A #DIV/0!

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C32 : Plate 2 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C32)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 719890 E, 3156004 N Ground Water Depth : Not Met Casing Depth : 6.0 m

Survey Coordinates : Surface Elevation : Boring Start : 31-May-17

Chainage : Ground Water Level : Boring Finish : 01-Jun-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

Hard brown sandy silt with traces of

24.00 24.45 SPT16 59 27 2 26 57 15 33.5 20.6 12.9 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A #DIV/0!
gravel, low plastic (CL)
25.50 25.95 SPT17 63 28 2 36 45 17 34.6 19.6 14.9 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A #DIV/0!

26.25 26.55 DS2 #N/A #N/A #N/A #N/A #N/A 33.2 17.9 15.3 #DIV/0!

27.00 27.45 SPT18 69 29 2 23 58 17 31.0 18.6 12.4 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A #DIV/0!

28.50 28.65 SPT19 78 31 2 9 73 16 30.2 17.4 12.8 #N/A #N/A 2.69 #N/A #N/A #N/A #N/A #DIV/0!

29.25 29.35 DS3 #N/A #N/A #N/A #N/A #N/A 31.6 18.7 12.9 #N/A #N/A UC 2.1

30.00 30.45 SPT20 87 33 30.45 3 25 54 18 33.4 20.5 12.9 #N/A #N/A 2.69 #N/A #N/A #N/A #N/A #N/A

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C32 : Plate 3 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Standard Penetration Test

IS : 2131-1981, RA-2007

Borehole Details

SPT Symbol Borehole Number Section

Field
BH-C32 Saket to Tughlakabad
Corrected

Field (N) & Corrected (N') SPT Value

0 20 40 60 80 100
0.0

4.0

8.0

12.0
Depth, m

16.0

20.0

24.0

28.0

32.0

Field & Corrected SPT Values vs. Depth

Project No. 217033-C Appendix-C32 : Plate 4 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Atterberg Test
IS : 2720 (Part-5)-1985, RA-2010

60

A-Line : 0.73(LL-20)
50

CH
CI

40
L I Q U I D L I M I T, WL
Plasticity Index, Ip (%)

30

CL

20
A Line BH-C32
MH or OH

10
MI or OI
CL-ML ML or
ML OL
0
0 10 20 30 40 50 60 70 80 90 100
Liquid Limit, (%)

Plasticity Chart
Project No. 217033-C Appendix-C32 : Plate 5 of 19
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C32 1.50 Sandy silt (CL) 0 37 48 15 0.068 0.013

BH-C32 3.00 Sandy silt (CL) 0 27 53 20 0.034 0.005

Sandy silt with traces of gravel

BH-C32 4.50 2 21 71 6 0.060 0.032 0.005 12.0 3.41
(CL)

BH-C32 6.00 Sandy silt with gravel (CL) 11 19 52 18 0.035 0.006

BH-C32 7.50 Silty fine sand (SM) 0 69 27 4 0.172 0.074 0.024 7.2 1.33

Hydrometer Analysis Sieve Analysis

SAND GRAVEL
CLAY SILT
FINE MEDIUM COARSE FINE COARSE

100

90

80

70
% Finer by Weight

60

50

40

30 Borehole No: C32 , Depth: 1.5 m

Borehole No: C32 , Depth: 3 m

20 Borehole No: C32 , Depth: 4.5 m

Borehole No: C32 , Depth: 6 m

10 Borehole No: C32 , Depth: 7.5 m

0
0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C32 : Plate 6 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C32 9.00 Silty fine sand (SM) 0 73 20 7 0.175 0.085 0.004 43.8 10.3

BH-C32 10.50 Silty fine sand (SM) 0 71 22 7 0.180 0.079 0.005 36.0 6.93

Silty fine sand with gravel

BH-C32 12.00 19 38 34 9 0.948 0.020 0.002 474 0.21
(SM)
Sandy silt with traces of gravel
BH-C32 13.50 2 25 53 20 0.033 0.005
(CL)
Sandy silt with traces of gravel
BH-C32 15.00 4 25 52 19 0.049 0.010
(CL)
Hydrometer Analysis Sieve Analysis

SAND GRAVEL
CLAY SILT
FINE MEDIUM COARSE FINE COARSE

100

90

80

70
% Finer by Weight

60

50

40

30 Borehole No: C32 , Depth: 9 m

Borehole No: C32 , Depth: 10.5 m

20 Borehole No: C32 , Depth: 12 m

Borehole No: C32 , Depth: 13.5 m

10 Borehole No: C32 , Depth: 15 m

0
0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C32 : Plate 7 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C32 16.50 Sandy silt with gravel (CL) 11 24 42 23 0.038 0.004

BH-C32 18.00 Sandy silt with gravel (CL) 5 25 51 19 0.042 0.005

BH-C32 19.50 Sandy silt (CL) 0 25 55 20 0.033 0.008

Sandy silt with traces of gravel

BH-C32 21.00 2 24 54 20 0.030 0.005
(CL)

BH-C32 22.50 Sandy silt with gravel (CL) 5 44 44 7 0.097 0.041 0.005 19.4 3.47

Hydrometer Analysis Sieve Analysis

SAND GRAVEL
CLAY SILT
FINE MEDIUM COARSE FINE COARSE

100

90

80

70
% Finer by Weight

60

50

40

30 Borehole No: C32 , Depth: 16.5 m

Borehole No: C32 , Depth: 18 m

20 Borehole No: C32 , Depth: 19.5 m

Borehole No: C32 , Depth: 21 m

10 Borehole No: C32 , Depth: 22.5 m

0
0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C32 : Plate 8 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

Sandy silt with traces of gravel

BH-C32 24.00 2 26 57 15 0.046 0.014
(CL)
Sandy silt with traces of gravel
BH-C32 25.50 2 36 45 17 0.066 0.007
(CL)
Sandy silt with traces of gravel
BH-C32 27.00 2 23 58 17 0.055 0.015
(CL)
Sandy silt with traces of gravel
BH-C32 28.50 2 9 73 16 0.038 0.012
(CL)
Sandy silt with traces of gravel
BH-C32 30.00 3 25 54 18 0.055 0.013
(CL)
Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30 Borehole No: C32 , Depth: 24 m

Borehole No: C32 , Depth: 25.5 m

20 Borehole No: C32 , Depth: 27 m

Borehole No: C32 , Depth: 28.5 m

10 Borehole No: C32 , Depth: 30 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C32 : Plate 9 of 19

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C32 Sample Depth: 2.25 m

Sample Details

Sample No.: UDS1 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.58

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 31.1 degrees

2.5

2.0

y = 0.6033x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C32 : Plate 10 of 19

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C32 Sample Depth: 8.25 m

Sample Details

Sample No.: UDS3 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.65

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 32.0 degrees

2.5

2.0
y = 0.6254x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C32 : Plate 11 of 19

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C32 Sample Depth: 14.25 m

Sample Details

Sample No.: UDS5 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.70

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 34.8 degrees

2.5

y = 0.6959x
2.0
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C32 : Plate 12 of 19

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C32 Sample Depth: 20.25 m

Sample Details

Sample No.: UDS7 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.75

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 35.9 degrees

2.5

y = 0.724x
2.0 R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C32 : Plate 13 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C32 Initial moisture content : 9.2% Preconsolidation Pressure (PC) kg/cm : 0.60
Sample Details

Test Results
Sample Depth, m: 2.25 Final moisture content : 10.1% Overconsolidation Ratio (OCR): 1.6

Sample No. : UDS-1 Initial Void Ratio before test (eo): 0.70 Compression Index (Cc1) for p < pc: 0.022

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.48 Compression Index (Cc2) for p > pc: 0.155

1.00
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
2 2/
(kg/cm ) mv,(cm kg) Pc = Preconsolidation Pressure
0.90
CC1 = Compression Index for stress
0.25 - 0.5 7.1E-02
level less than preconsolidation
0.5 - 1.0 1.6E-02
9.4E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
0.80 6.2E-03
2.0 - 4.0 greater than preconsolidation
2.9E-03
4.0 - 8.0 pressure

0.70
eo = 0.7
Void Ratio, e

0.60

0.50 Lab Curve

0.40
Loading Curve
Pc = 0.75 kg/sqcm
Po = 0.38 kg/sqcm

Unloading Curve
Extrapolated Loading Curve
0.42 eo
0.30
Unloading Points
Field Curve
Loading Points
0.20

0.10
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C32 : Plate 14 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C32 Initial moisture content : 12.6% Preconsolidation Pressure (PC) kg/cm : 2.40
Sample Details

Test Results
Sample Depth, m: 8.25 Final moisture content : 13.2% Overconsolidation Ratio (OCR): 1.7

Sample No. : UDS-3 Initial Void Ratio before test (eo): 0.62 Compression Index (Cc1) for p < pc: 0.023

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.41 Compression Index (Cc2) for p > pc: 0.197

0.90
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
2 2/
(kg/cm ) mv,(cm kg) Pc = Preconsolidation Pressure
0.80 CC1 = Compression Index for stress
0.25 - 0.5 6.0E-02
level less than preconsolidation
0.5 - 1.0 2.7E-02
8.1E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.9E-03
2.0 - 4.0 greater than preconsolidation
0.70 2.8E-03
4.0 - 8.0 pressure

eo = 0.62
0.60
Void Ratio, e

0.50

Lab Curve
0.40

Loading Curve
Unloading Curve
Pc = 1.4 kg/sqcm

Po = 1.4 kg/sqcm

0.30
Extrapolated Loading Curve
0.42 eo Unloading Points
Field Curve

0.20 Loading Points

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C32 : Plate 15 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C32 Initial moisture content : 14.2% Preconsolidation Pressure (PC) kg/cm : 5.30
Sample Details

Test Results
Sample Depth, m: 14.25 Final moisture content : 15.1% Overconsolidation Ratio (OCR): 1.7

Sample No. : UDS-5 Initial Void Ratio before test (eo): 0.58 Compression Index (Cc1) for p < pc: 0.023

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.35 Compression Index (Cc2) for p > pc: 0.197

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
0.80 (kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.25 - 0.5 7.5E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
8.9E-03 ........... pressure
0.70 1.0 - 2.0 CC2 = Compression Index for stress level
6.2E-03
2.0 - 4.0 greater than preconsolidation
3.7E-03
4.0 - 8.0 pressure

0.60
eo = 0.58
Void Ratio, e

0.50

Field Curve
0.40
Lab Curve

0.30
Pc = 4.85 kg/sqcm
Po = 2.57 kg/sqcm

Loading Curve
0.42 eo Unloading Curve
Extrapolated Loading Curve
0.20
Unloading Points
Field Curve
Loading Points
0.10

0.00
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C32 : Plate 16 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C32 Initial moisture content : 16.8% Preconsolidation Pressure (PC) kg/cm : 8.00
Sample Details

Test Results
Sample Depth, m: 20.25 Final moisture content : 18.1% Overconsolidation Ratio (OCR): 2.1

Sample No. : UDS-7 Initial Void Ratio before test (eo): 0.53 Compression Index (Cc1) for p < pc: 0.017

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.32 Compression Index (Cc2) for p > pc: 0.305

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
0.80 (kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.25 - 0.5 6.9E-02
level less than preconsolidation
0.5 - 1.0 1.8E-02
9.1E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
0.70 6.0E-03
2.0 - 4.0 greater than preconsolidation
3.9E-03
4.0 - 8.0 pressure

0.60

eo = 0.53
Void Ratio, e

0.50

0.40 Field Curve

Lab Curve

0.30
Loading Curve
Pc = 8.48 kg/sqcm
Po = 3.75 kg/sqcm

Unloading Curve
0.42 eo
Extrapolated Loading Curve
0.20
Unloading Points
Field Curve
Loading Points
0.10

0.00
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C32 : Plate 17 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C32 Initial moisture content : 17.5% Preconsolidation Pressure (PC) kg/cm : 11.50
Sample Details

Test Results
Sample Depth, m: 23.25 Final moisture content : 18.2% Overconsolidation Ratio (OCR): 2.2

Sample No. : UDS-9 Initial Void Ratio before test (eo): 0.52 Compression Index (Cc1) for p < pc: 0.017

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.31 Compression Index (Cc2) for p > pc: 0.406

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
0.80 (kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.25 - 0.5 7.1E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
9.2E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
0.70 6.5E-03
2.0 - 4.0 greater than preconsolidation
3.4E-03
4.0 - 8.0 pressure

0.60

eo = 0.52
Void Ratio, e

0.50

0.40 Field Curve

Lab Curve
0.30
Loading Curve
Pc = 9.9 kg/sqcm

Unloading Curve
Po = 5.04 kg/sqcm

0.42 eo Extrapolated Loading Curve

0.20
Unloading Points
Field Curve
Loading Points
0.10

0.00
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C32 : Plate 18 of 19

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil-Water Extract Test Results

Sulphate Content Chloride Content

Borehole No. Depth, (m) pH Value
(SO3), % (Cl), %

BH-C32 16.5 0.08 0.00 8.3

Chemical Test Results

Consolidation Test Results

Preconsolidation Compression Index
Overconsolidation
Borehole No. Depth, (m) Pressure (PC)
Ratio (OCR) (Cc1) (Cc2)
kg/cm2:

2.25 0.60 1.60 0.022 0.155

8.25 2.40 1.70 0.023 0.197

BH-C32 14.25 5.30 2.00 0.020 0.192

20.25 8.00 2.10 0.017 0.305

26.25 11.50 2.20 0.017 0.406

Consolidation Test Results

Project No. 217033-C Appendix-C32 : Plate 19 of 19

 APPENDIX- BH-C33

Caption Plate
Soil Profiles 1 to 3
Standard Penetration Test Results 4
Plasticity Chart 5
Grain Size Analysis 6 to 9
Shear Test Results 10 to 13
Consolidation Test Results 14 to 18
Chemical Test Results 19
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C33)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 720035 E, 3156009 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 31-May-17

Chainage : Ground Water Level : Boring Finish : 01-Jun-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

0.00 1.00 DS1 #N/A Utility Pit 1.50 #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #DIV/0!
Stiff to hard brown sandy silt, low plastic
1.50 1.95 SPT1 10 14 0 34 53 13 30.0 18.6 11.4 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A #DIV/0!
(CL)
2.25 2.55 UDS1 #N/A - stiff, 1.5 to 6.0 m #N/A #N/A #N/A #N/A 32.7 17.5 15.2 1.79 1.64 9.0 #N/A #N/A #N/A #N/A #N/A UC 0.6

3.00 3.45 SPT2 12 14 0 32 56 12 24.9 16.2 8.7 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A #DIV/0!

4.50 4.95 SPT3 14 15 0 32 52 16 32.2 19.1 13.1 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A #DIV/0!

5.25 5.55 UDS2 #N/A #N/A #N/A #N/A #N/A 33.8 17.9 15.9 1.81 1.64 10.5 #N/A DS 0.5 ,1, 1.5 0.0 30.8 #DIV/0!

6.00 6.45 SPT4 22 22 - very stiff, 6.0 to 9.0 m 0 32 49 19 34.7 20.2 14.5 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A #DIV/0!

7.50 7.95 SPT5 25 23 0 45 48 7 34.3 20.4 13.8 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A #DIV/0!

8.25 8.55 UDS3 #N/A #N/A #N/A #N/A #N/A 33.1 19.9 13.2 1.83 1.64 11.8 DS 0.5 ,1, 1.5 0.0 31.3 UC 0.9

9.00 9.45 SPT6 52 44 - hard, 9.0 to 11.5 m 0 40 43 17 23.5 15.2 8.4 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A #DIV/0!

10.50 10.95 SPT7 45 26 - with traces of gravel, 10.5 to 11.0 m 1 24 58 17 29.9 20.0 9.8 #N/A #N/A 2.69 #N/A #N/A #N/A #N/A #DIV/0!

11.25 11.55 UDS4 #N/A #N/A #N/A #N/A #N/A 31.4 19.2 12.1 1.85 1.64 12.6 #N/A DS 0.5 ,1, 1.5 0.0 31.7 UC 1.2

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C33 : Plate 1 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C33)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 720035 E, 3156009 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 31-May-17

Chainage : Ground Water Level : Boring Finish : 01-Jun-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

Hard brown sandy silt with traces of

12.00 12.45 SPT8 38 23 1 23 55 21 33.0 20.3 12.7 #N/A #N/A 2.69 #N/A #N/A #N/A #N/A #DIV/0!
gravel, low plastic (CL)
13.50 13.95 SPT9 39 23 3 26 51 20 33.1 17.3 15.7 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A #DIV/0!

14.25 14.55 UDS5 #N/A #N/A #N/A #N/A #N/A ### #N/A 1.86 1.64 13.2 #N/A #N/A #N/A #N/A #N/A #DIV/0!

15.00 15.45 SPT10 50 26 1 25 54 20 28.6 16.8 11.8 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A #DIV/0!

16.50 16.95 SPT11 49 26 1 25 56 18 26.7 16.8 9.9 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A #DIV/0!

17.25 17.55 UDS6 #N/A #N/A #N/A #N/A #N/A 34.0 17.8 16.2 1.88 1.65 13.4 #N/A DS 1,2,3 0.0 32.6 UC 1.6

18.00 18.45 SPT12 41 22 2 26 52 20 28.0 16.1 11.9 #N/A #N/A 2.69 #N/A #N/A #N/A #N/A #DIV/0!

19.50 19.95 SPT13 46 21 3 24 53 20 30.4 18.8 11.6 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A #DIV/0!

20.25 20.55 UDS7 #N/A #N/A #N/A #N/A #N/A 33.3 18.2 15.1 1.89 1.63 15.7 #N/A #N/A #N/A #N/A #N/A UC 1.9

21.00 21.45 SPT14 64 25 3 26 51 20 34.1 18.8 15.3 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A #DIV/0!

22.50 22.95 SPT15 43 19 2 27 54 17 33.8 17.5 16.3 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A #DIV/0!

23.25 23.55 UDS8 #N/A #N/A #N/A #N/A #N/A 31.2 18.4 12.8 1.92 1.67 14.7 #N/A #N/A #N/A #N/A #N/A #DIV/0!

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C33 : Plate 2 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C33)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 720035 E, 3156009 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 31-May-17

Chainage : Ground Water Level : Boring Finish : 01-Jun-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

24.00 24.45 SPT16 40 18 Hard brown sandy silt, low plastic (CL) 3 27 51 19 29.5 17.8 11.7 #N/A #N/A 2.69 #N/A #N/A #N/A #N/A #DIV/0!

25.50 25.95 SPT17 52 20 - with traces of gravel, 24.0 to 28.5 m 4 25 51 20 33.7 18.8 14.9 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A #DIV/0!

26.25 26.55 UDS9 #N/A #N/A #N/A #N/A #N/A 33.2 16.5 16.6 1.96 1.71 14.5 #N/A #DIV/0!

27.00 27.45 SPT18 57 21 1 26 53 20 34.1 18.3 15.8 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A #DIV/0!

28.50 28.65 SPT19 63 22 - with gravel, 28.5 to 29.0 m 5 23 49 23 27.4 14.8 12.7 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A #DIV/0!

29.25 29.35 DS2 #N/A #N/A #N/A #N/A #N/A 28.4 16.7 11.7 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #DIV/0!

30.00 30.45 SPT20 68 23 - with traces of gravel, 30.0 to 30.45 m 30.45 2 26 52 20 29.4 17.9 11.5 #N/A #N/A 2.69 #N/A #N/A #N/A #N/A #N/A

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C33 : Plate 3 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Standard Penetration Test

IS : 2131-1981, RA-2007

Borehole Details

SPT Symbol Borehole Number Section

Field
BH-C33 Saket to Tughlakabad
Corrected

Field (N) & Corrected (N') SPT Value

0 20 40 60 80 100
0.0

4.0

8.0

12.0
Depth, m

16.0

20.0

24.0

28.0

32.0

Field & Corrected SPT Values vs. Depth

Project No. 217033-C Appendix-C33 : Plate 4 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Atterberg Test
IS : 2720 (Part-5)-1985, RA-2010

60

A-Line : 0.73(LL-20)
50

CH
CI

40
L I Q U I D L I M I T, WL
Plasticity Index, Ip (%)

30

CL

20
A Line BH-C33
MH or OH

10
MI or OI
CL-ML ML or
ML OL
0
0 10 20 30 40 50 60 70 80 90 100
Liquid Limit, (%)

Plasticity Chart
Project No. 217033-C Appendix-C33 : Plate 5 of 19
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C33 1.50 Sandy silt (CL) 0 34 53 13 0.062 0.016

BH-C33 3.00 Sandy silt (CL) 0 32 56 12 0.050 0.006

BH-C33 4.50 Sandy silt (CL) 0 32 52 16 0.058 0.012

BH-C33 6.00 Sandy silt (CL) 0 32 49 19 0.048 0.006

BH-C33 7.50 Sandy silt (CL) 0 45 48 7 0.099 0.040 0.010 9.9 1.62

Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30 Borehole No: C33 , Depth: 1.5 m

Borehole No: C33 , Depth: 3 m

20 Borehole No: C33 , Depth: 4.5 m

Borehole No: C33 , Depth: 6 m

10 Borehole No: C33 , Depth: 7.5 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C33 : Plate 6 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C33 9.00 Sandy silt (CL) 0 40 43 17 0.076 0.007

Sandy silt with traces of gravel
BH-C33 10.50 1 24 58 17 0.050 0.011
(CL)
Sandy silt with traces of gravel
BH-C33 12.00 1 23 55 21 0.026 0.004
(CL)
Sandy silt with traces of gravel
BH-C33 13.50 3 26 51 20 0.036 0.005
(CL)
Sandy silt with traces of gravel
BH-C33 15.00 1 25 54 20 0.032 0.005
(CL)
Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30 Borehole No: C33 , Depth: 9 m

Borehole No: C33 , Depth: 10.5 m

20 Borehole No: C33 , Depth: 12 m

Borehole No: C33 , Depth: 13.5 m

10 Borehole No: C33 , Depth: 15 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C33 : Plate 7 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

Sandy silt with traces of gravel

BH-C33 16.50 1 25 56 18 0.044 0.010
(CL)
Sandy silt with traces of gravel
BH-C33 18.00 2 26 52 20 0.036 0.005
(CL)
Sandy silt with traces of gravel
BH-C33 19.50 3 24 53 20 0.034 0.005
(CL)
Sandy silt with traces of gravel
BH-C33 21.00 3 26 51 20 0.038 0.005
(CL)
Sandy silt with traces of gravel
BH-C33 22.50 2 27 54 17 0.048 0.012
(CL)
Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30 Borehole No: C33 , Depth: 16.5 m

Borehole No: C33 , Depth: 18 m

20 Borehole No: C33 , Depth: 19.5 m

Borehole No: C33 , Depth: 21 m

10 Borehole No: C33 , Depth: 22.5 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C33 : Plate 8 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

Sandy silt with traces of gravel

BH-C33 24.00 3 27 51 19 0.041 0.005
(CL)
Sandy silt with traces of gravel
BH-C33 25.50 4 25 51 20 0.039 0.005
(CL)
Sandy silt with traces of gravel
BH-C33 27.00 1 26 53 20 0.033 0.005
(CL)

BH-C33 28.50 Sandy silt with gravel (CL) 5 23 49 23 0.043 0.006

Sandy silt with traces of gravel

BH-C33 30.00 3 26 52 20
(CL)
Hydrometer Analysis Sieve Analysis

SAND GRAVEL
CLAY SILT
FINE MEDIUM COARSE FINE COARSE

100

90

80

70
% Finer by Weight

60

50

40

30 Borehole No: C33 , Depth: 24 m

Borehole No: C33 , Depth: 25.5 m

20
Borehole No: C33 , Depth: 27 m

Borehole No: C33 , Depth: 28.5 m

10
Borehole No: C33 , Depth: 30 m

0
0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C33 : Plate 9 of 19

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C33 Sample Depth: 5.25 m

Sample Details

Sample No.: UDS2 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.64

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 30.8 degrees

2.5

2.0

y = 0.5972x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C33 : Plate 10 of 19

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C33 Sample Depth: 8.25 m

Sample Details

Sample No.: UDS3 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.64

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 31.3 degrees

2.5

2.0

y = 0.6073x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C33 : Plate 11 of 19

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C33 Sample Depth: 11.25 m

Sample Details

Sample No.: UDS5 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.64

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 31.7 degrees

2.5

2.0
y = 0.6174x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C33 : Plate 12 of 19

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C33 Sample Depth: 17.25 m

Sample Details

Sample No.: UDS6 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.65

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 32.6 degrees

2.5

2.0
y = 0.6395x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C33 : Plate 13 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C33 Initial moisture content : 9% Preconsolidation Pressure (PC) kg/cm : 0.50
Sample Details

Test Results
Sample Depth, m: 2.25 Final moisture content : 9.7% Overconsolidation Ratio (OCR): 1.6

Sample No. : UDS-1 Initial Void Ratio before test (eo): 0.63 Compression Index (Cc1) for p < pc: 0.022

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.42 Compression Index (Cc2) for p > pc: 0.155

0.90
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.80 CC1 = Compression Index for stress
0.25 - 0.5 7.1E-02
level less than preconsolidation
0.5 - 1.0 1.6E-02
9.4E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.2E-03
2.0 - 4.0 greater than preconsolidation
2.9E-03
0.70 4.0 - 8.0 pressure

eo = 0.63

0.60
Void Ratio, e

0.50

Lab Curve

0.40

Loading Curve
Unloading Curve
Pc = 0.5 kg/sqcm
Po = 0.38 kg/sqcm

0.30
Extrapolated Loading Curve
0.42 eo Unloading Points
Field Curve

0.20 Loading Points

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C33 : Plate 14 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C33 Initial moisture content : 11.8% Preconsolidation Pressure (PC) kg/cm : 2.70
Sample Details

Test Results
Sample Depth, m: 8.25 Final moisture content : 12.8% Overconsolidation Ratio (OCR): 1.6

Sample No. : UDS-3 Initial Void Ratio before test (eo): 0.63 Compression Index (Cc1) for p < pc: 0.020

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.42 Compression Index (Cc2) for p > pc: 0.197

0.90
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.80 CC1 = Compression Index for stress
0.25 - 0.5 6.0E-02
level less than preconsolidation
0.5 - 1.0 2.7E-02
8.1E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.9E-03
2.0 - 4.0 greater than preconsolidation
2.8E-03
0.70 4.0 - 8.0 pressure

eo = 0.63

0.60
Void Ratio, e

0.50

Lab Curve
0.40

Loading Curve
Unloading Curve
Pc = 1.4 kg/sqcm

Po = 1.4 kg/sqcm

0.30
Extrapolated Loading Curve
0.42 eo Unloading Points
Field Curve
Loading Points
0.20

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C33 : Plate 15 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C33 Initial moisture content : 13.2% Preconsolidation Pressure (PC) kg/cm : 5.50
Sample Details

Test Results
Sample Depth, m: 14.25 Final moisture content : 14.2% Overconsolidation Ratio (OCR): 2.0

Sample No. : UDS-5 Initial Void Ratio before test (eo): 0.63 Compression Index (Cc1) for p < pc: 0.020

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.40 Compression Index (Cc2) for p > pc: 0.192

0.90
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.80 CC1 = Compression Index for stress
0.25 - 0.5 7.5E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
8.9E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.2E-03
2.0 - 4.0 greater than preconsolidation
3.7E-03
0.70 4.0 - 8.0 pressure

eo = 0.63

0.60
Void Ratio, e

0.50

Lab Curve Field Curve

0.40

Loading Curve
Pc = 5.24 kg/sqcm

Unloading Curve
Po = 2.57 kg/sqcm

0.30
Extrapolated Loading Curve
0.42 eo Unloading Points
Field Curve
Loading Points
0.20

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C33 : Plate 16 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C33 Initial moisture content : 15.7% Preconsolidation Pressure (PC) kg/cm : 7.80
Sample Details

Test Results
Sample Depth, m: 20.25 Final moisture content : 16.5% Overconsolidation Ratio (OCR): 2.1

Sample No. : UDS-7 Initial Void Ratio before test (eo): 0.64 Compression Index (Cc1) for p < pc: 0.015

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.42 Compression Index (Cc2) for p > pc: 0.305

1.00

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
0.90 (kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.25 - 0.5 6.9E-02
level less than preconsolidation
0.5 - 1.0 1.8E-02
9.1E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
0.80 6.0E-03
2.0 - 4.0 greater than preconsolidation
3.9E-03
4.0 - 8.0 pressure

0.70

eo = 0.64
Void Ratio, e

0.60

0.50

Lab Curve Field Curve

0.40
Loading Curve
Unloading Curve
Pc = 8.43 kg/sqcm
Po = 3.75 kg/sqcm

Extrapolated Loading Curve

0.30
Unloading Points
0.42 eo
Field Curve
Loading Points
0.20

0.10
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C33 : Plate 17 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C33 Initial moisture content : 14.5% Preconsolidation Pressure (PC) kg/cm : 12.00
Sample Details

Test Results
Sample Depth, m: 26.25 Final moisture content : 15.4% Overconsolidation Ratio (OCR): 2.3

Sample No. : UDS-9 Initial Void Ratio before test (eo): 0.57 Compression Index (Cc1) for p < pc: 0.017

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.35 Compression Index (Cc2) for p > pc: 0.406

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
0.80 (kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.25 - 0.5 7.1E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
9.2E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
0.70 6.5E-03
2.0 - 4.0 greater than preconsolidation
3.4E-03
4.0 - 8.0 pressure

0.60
eo = 0.57
Void Ratio, e

0.50

Field Curve
0.40
Lab Curve

0.30
Pc = 11.92 kg/sqcm

Loading Curve
Po = 5.04 kg/sqcm

0.42 eo Unloading Curve

Extrapolated Loading Curve
0.20
Unloading Points
Field Curve
Loading Points
0.10

0.00
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C33 : Plate 18 of 19

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil-Water Extract Test Results

Sulphate Content Chloride Content

Borehole No. Depth, (m) pH Value
(SO3), % (Cl), %

BH-C33 16.5 0.08 0.01 8.6

Chemical Test Results

Consolidation Test Results

Preconsolidation Compression Index
Overconsolidation
Borehole No. Depth, (m) Pressure (PC)
Ratio (OCR) (Cc1) (Cc2)
kg/cm2:

2.25 0.50 1.60 0.022 0.155

8.25 2.70 1.60 0.020 0.197

BH-C33 14.25 5.50 2.00 0.020 0.192

20.25 7.80 2.10 0.015 0.305

26.25 12.00 2.30 0.017 0.406

Consolidation Test Results

Project No. 217033-C Appendix-C33 : Plate 19 of 19

 APPENDIX- BH-C34

Caption Plate
Soil Profiles 1 to 3
Standard Penetration Test Results 4
Plasticity Chart 5
Grain Size Analysis 6 to 9
Shear Test Results 10 to 14
Consolidation Test Results 15 to 19
Chemical Test Results 20
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C34)

Location : Saket to Tughlakabad Termination Depth : 30.1 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 720144 E, 3156003 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 29-May-17

Chainage : Ground Water Level : Boring Finish : 30-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

0.00 1.00 DS1 #N/A Utility Pit 1.50 #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #DIV/0!
Stiff to hard brown sandy silt, low plastic
1.50 1.95 SPT1 7 10 0 35 54 11 32.8 17.2 15.6 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A #DIV/0!
(CL)
2.25 2.55 DS2 #N/A - stiff, 1.5 to 4.5 m #N/A #N/A #N/A #N/A UC 0.5

3.00 3.45 SPT2 13 15 0 53 34 13 ### #N/A #N/A #N/A 2.65 #N/A #N/A #N/A #N/A #DIV/0!

4.50 4.95 SPT3 20 18 - very stiff. 4.5 to 9.0 m 3 33 51 13 31.3 17.7 13.6 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A #DIV/0!

5.25 5.55 UDS1 #N/A - with traces of gravel, 4.5 to 5.0 m #N/A #N/A #N/A #N/A 30.4 19.2 11.1 1.80 1.54 16.9 #N/A DS 0.5,1,1.5 0.0 30.8 #DIV/0!

6.00 6.45 SPT4 26 20 0 35 47 18 24.9 16.4 8.5 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A #DIV/0!

7.50 7.95 SPT5 30 21 0 36 52 12 31.4 19.8 11.6 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A #DIV/0!

8.25 8.55 UDS2 #N/A #N/A #N/A #N/A #N/A 32.6 20.3 12.3 1.83 1.58 15.9 #N/A DS 0.5 ,1, 1.5 0.0 31.6 UC 0.9

9.00 9.45 SPT6 31 21 - hard, 9.0 to 10.5 m 0 34 48 18 34.6 17.3 17.4 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A #DIV/0!

10.50 10.95 SPT7 29 19 - stiff, 10.5 to 11.5 m 3 27 55 15 27.9 17.8 10.1 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A #DIV/0!

11.25 11.55 UDS3 #N/A #N/A #N/A #N/A #N/A 32.2 18.5 13.8 1.85 1.61 15.4 #N/A #N/A #N/A #N/A #N/A

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C34 : Plate 1 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C34)

Location : Saket to Tughlakabad Termination Depth : 30.1 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 720144 E, 3156003 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 29-May-17

Chainage : Ground Water Level : Boring Finish : 30-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

12.00 12.45 SPT8 25 17 - very stiff, 12.0 to 13.5 m 2 29 50 19 28.3 17.1 11.3 #N/A #N/A 2.69 #N/A #N/A #N/A #N/A #DIV/0!

13.50 13.95 SPT9 30 18 - hard, 13.5 to 23.5 m 5 28 51 16 32.1 18.8 13.3 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A #DIV/0!

14.25 14.55 UDS4 #N/A - with traces of gravel, 12.0 to 13.5 m #N/A #N/A #N/A #N/A 31.5 18.2 13.4 1.89 1.65 14.4 #N/A DS 0.5 ,1, 1.5 0.0 32.7 UC 1.7

15.00 15.45 SPT10 37 20 - with gravel, 13.5 m 2 28 51 19 30.2 18.4 11.8 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A #DIV/0!

16.50 16.95 SPT11 34 18 - with traces of gravel, 15.0 to 16.5 m 0 59 34 7 31.2 18.7 12.5 #N/A #N/A 2.63 #N/A #N/A #N/A #N/A #DIV/0!

17.25 17.55 UDS5 #N/A #N/A #N/A #N/A #N/A 32.4 19.7 12.7 1.90 1.65 15.3 #N/A DS 1,2,3 0.0 33.1 #DIV/0!

18.00 18.45 SPT12 33 18 - with traces of gravel, 18.0 to 19.5 m 2 23 54 21 29.6 16.8 12.8 #N/A #N/A 2.69 #N/A #N/A #N/A #N/A #DIV/0!

19.50 19.95 SPT13 37 18 - wihth gravel, 19.5 to 20.0 m 5 22 55 18 32.3 19.7 12.7 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A #DIV/0!

20.25 20.55 UDS6 #N/A #N/A #N/A #N/A #N/A 30.0 19.1 10.9 1.92 1.66 15.9 #N/A DS 1,2,3 0.0 33.7

21.00 21.45 SPT14 43 20 - with gravel, 21.0 to 22.5 m 5 25 51 19 30.9 19.2 11.7 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A #DIV/0!

22.50 22.95 SPT15 55 22 - with traces of gravel, 22.5 to 23.0 m 4 22 56 18 29.6 19.6 10.0 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A #DIV/0!

23.25 23.55 DS3 #N/A #N/A #N/A #N/A #N/A 30.2 20.5 9.7 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #DIV/0!

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C34 : Plate 2 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C34)

Location : Saket to Tughlakabad Termination Depth : 30.1 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 720144 E, 3156003 N Ground Water Depth : Not Met Casing Depth : 4.5 m

Survey Coordinates : Surface Elevation : Boring Start : 29-May-17

Chainage : Ground Water Level : Boring Finish : 30-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

100/ 100/
24.00 24.30 SPT16 Hard brown sandy silt, low plastic (CL) 3 23 54 20 30.3 19.8 10.5 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A #DIV/0!
15cm 15cm
100/ 100/
25.50 25.80 SPT17 - with traces of gravel, 24.0 to 25.5 m 8 21 53 18 30.7 19.9 10.9 #N/A #N/A 2.69 #N/A #N/A #N/A #N/A #DIV/0!
15cm 15cm
26.25 26.55 DS4 - with gravel, 25.5 to 26.0 m #N/A #N/A #N/A #N/A 29.4 19.5 9.9 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #DIV/0!
100/ 100/
27.00 27.20 SPT18 - with traces of gravel, 27.0 to 28.5 m 4 24 52 20 28.5 16.3 12.2 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A #DIV/0!
5cm 5cm
100/ 100/
28.50 28.80 SPT19 - with gravel, 28.5 to 29.0 m 7 28 48 17 31.8 21.2 10.6 #N/A #N/A 2.69 #N/A #N/A #N/A #N/A #DIV/0!
15cm 15cm
29.25 29.35 DS5 #N/A #N/A #N/A #N/A 30.2 19.7 10.5 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #DIV/0!
Ref*/ Ref*/1
30.00 30.10 SPT20 - with traces of gravel, 30.0 to 30.10 m 30.10 2 25 53 20 32.3 21.0 11.4 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A #N/A
10cm 0cm
#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C34 : Plate 3 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Standard Penetration Test

IS : 2131-1981, RA-2007

Borehole Details

SPT Symbol Borehole Number Section

Field
BH-C34 Saket to Tughlakabad
Corrected

Field (N) & Corrected (N') SPT Value

0 20 40 60 80 100
0.0

4.0

8.0

12.0
Depth, m

16.0

20.0

100/15cm
24.0 100/15cm

100/5cm

28.0

32.0

Field & Corrected SPT Values vs. Depth

Project No. 217033-C Appendix-C34 : Plate 4 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Atterberg Test
IS : 2720 (Part-5)-1985, RA-2010

60

A-Line : 0.73(LL-20)
50

CH
CI

40
L I Q U I D L I M I T, WL
Plasticity Index, Ip (%)

30

CL

20
A Line BH-C34
MH or OH

10
MI or OI
CL-ML ML or
ML OL
0
0 10 20 30 40 50 60 70 80 90 100
Liquid Limit, (%)

Plasticity Chart
Project No. 217033-C Appendix-C34 : Plate 5 of 20
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C34 1.50 Sandy silt (CL) 0 35 54 11 0.067 0.022

BH-C34 3.00 Silty fine sand (SM) 0 53 34 13 0.146 0.014

Sandy silt with traces of gravel

BH-C34 4.50 3 33 51 13 0.068 0.017
(CL)

BH-C34 6.00 Sandy silt (CL) 0 35 47 18 0.056 0.006

BH-C34 7.50 Sandy silt (CL) 0 36 52 12 0.066 0.018

Hydrometer Analysis Sieve Analysis

SAND GRAVEL
CLAY SILT
FINE MEDIUM COARSE FINE COARSE

100

90

80

70
% Finer by Weight

60

50

40

30 Borehole No: C34 , Depth: 1.5 m

Borehole No: C34 , Depth: 3 m

20 Borehole No: C34 , Depth: 4.5 m

Borehole No: C34 , Depth: 6 m

10 Borehole No: C34 , Depth: 7.5 m

0
0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C34 : Plate 6 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C34 9.00 Sandy silt (CL) 0 34 48 18 0.056 0.006

Sandy silt with traces of gravel
BH-C34 10.50 3 27 55 15 0.055 0.013
(CL)
Sandy silt with traces of gravel
BH-C34 12.00 2 29 50 19 0.045 0.006
(CL)

BH-C34 13.50 Sandy silt with gravel (CL) 5 28 51 16 0.059 0.012

Sandy silt with traces of gravel

BH-C34 15.00 2 28 51 19 0.042 0.005
(CL)
Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30 Borehole No: C34 , Depth: 9 m

Borehole No: C34 , Depth: 10.5 m

20 Borehole No: C34 , Depth: 12 m

Borehole No: C34 , Depth: 13.5 m

10 Borehole No: C34 , Depth: 15 m

0
0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C34 : Plate 7 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C34 16.50 Silty fine sand (SM) 0 59 34 7 0.142 0.049 0.006 23.7 2.82
Sandy silt with traces of gravel
BH-C34 18.00 2 23 54 21 0.026 0.004
(CL)

BH-C34 19.50 Sandy silt with gravel (CL) 5 22 55 18 0.044 0.012

BH-C34 21.00 Sandy silt with gravel (CL) 5 25 51 19 0.043 0.005

Sandy silt with traces of gravel

BH-C34 22.50 4 22 56 18 0.040 0.010
(CL)
Hydrometer Analysis Sieve Analysis

SAND GRAVEL
CLAY SILT
FINE MEDIUM COARSE FINE COARSE

100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C34 , Depth: 16.5 m

Borehole No: C34 , Depth: 18 m

20
Borehole No: C34 , Depth: 19.5 m

Borehole No: C34 , Depth: 21 m

10
Borehole No: C34 , Depth: 22.5 m

0
0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C34 : Plate 8 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

Sandy silt with traces of gravel

BH-C34 24.00 3 23 54 20 0.031 0.005
(CL)

BH-C34 25.50 Sandy silt with gravel (CL) 8 21 53 18 0.053 0.012

Sandy silt with traces of gravel

BH-C34 27.00 4 24 52 20 0.033 0.005
(CL)

BH-C34 28.50 Sandy silt with gravel (CL) 7 28 48 17 0.062 0.011

Sandy silt with traces of gravel

BH-C34 30.00 2 25 53 20 0.031 0.005
(CL)
Hydrometer Analysis Sieve Analysis

SAND GRAVEL
CLAY SILT
FINE MEDIUM COARSE FINE COARSE

100

90

80

70
% Finer by Weight

60

50

40

30 Borehole No: C34 , Depth: 24 m

Borehole No: C34 , Depth: 25.5 m

20
Borehole No: C34 , Depth: 27 m

Borehole No: C34 , Depth: 28.5 m

10
Borehole No: C34 , Depth: 30 m

0
0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C34 : Plate 9 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C34 Sample Depth: 5.25 m

Sample Details

Sample No.: UDS1 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.54

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 30.8 degrees

2.5

2.0

y = 0.5972x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C34 : Plate 10 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C34 Sample Depth: 8.25 m

Sample Details

Sample No.: UDS2 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.58

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 31.6 degrees

2.5

2.0
y = 0.6154x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C34 : Plate 11 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C34 Sample Depth: 14.25 m

Sample Details

Sample No.: UDS4 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.65

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 32.7 degrees

2.5

2.0
y = 0.6415x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C34 : Plate 12 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C34 Sample Depth: 17.25 m

Sample Details

Sample No.: UDS5 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.65

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 33.1 degrees

2.5

2.0
y = 0.6516x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C34 : Plate 13 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C34 Sample Depth: 20.25 m

Sample Details

Sample No.: UDS6 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.66

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 33.7 degrees

2.5

2.0 y = 0.6657x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C34 : Plate 14 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C34 Initial moisture content : 16.9% Preconsolidation Pressure (PC) kg/cm : 0.70
Sample Details

Test Results
Sample Depth, m: 5.25 Final moisture content : 18.2% Overconsolidation Ratio (OCR): 1.6

Sample No. : UDS-1 Initial Void Ratio before test (eo): 0.74 Compression Index (Cc1) for p < pc: 0.022

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.51 Compression Index (Cc2) for p > pc: 0.155

1.00
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.90 CC1 = Compression Index for stress
0.25 - 0.5 7.1E-02
level less than preconsolidation
0.5 - 1.0 1.6E-02
9.4E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.2E-03
2.0 - 4.0 greater than preconsolidation
2.9E-03
0.80 4.0 - 8.0 pressure

eo = 0.74

0.70
Void Ratio, e

0.60

Lab Curve

0.50

Loading Curve
Unloading Curve
0.40
Pc = 0.88 kg/sqcm

Extrapolated Loading Curve

Po = 0.38 kg/sqcm

Unloading Points
Field Curve
0.42 eo Loading Points
0.30

0.20
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C34 : Plate 15 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C34 Initial moisture content : 15.9% Preconsolidation Pressure (PC) kg/cm : 2.70
Sample Details

Test Results
Sample Depth, m: 8.25 Final moisture content : 16.8% Overconsolidation Ratio (OCR): 1.6

Sample No. : UDS-2 Initial Void Ratio before test (eo): 0.70 Compression Index (Cc1) for p < pc: 0.020

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.47 Compression Index (Cc2) for p > pc: 0.197

1.00

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.90 CC1 = Compression Index for stress
0.25 - 0.5 6.0E-02
level less than preconsolidation
0.5 - 1.0 2.7E-02
8.1E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.9E-03
2.0 - 4.0 greater than preconsolidation
0.80 2.8E-03
4.0 - 8.0 pressure

0.70
eo = 0.7
Void Ratio, e

0.60

0.50
Lab Curve

Loading Curve
Unloading Curve
0.40
Extrapolated Loading Curve
Pc = 1.72 kg/sqcm

Unloading Points
Po = 1.4 kg/sqcm

Field Curve

0.30 Loading Points

0.42 eo

0.20
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C34 : Plate 16 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C34 Initial moisture content : 15.4% Preconsolidation Pressure (PC) kg/cm : 5.50
Sample Details

Test Results
Sample Depth, m: 11.25 Final moisture content : 17.3% Overconsolidation Ratio (OCR): 2.0

Sample No. : UDS-3 Initial Void Ratio before test (eo): 0.66 Compression Index (Cc1) for p < pc: 0.020

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.43 Compression Index (Cc2) for p > pc: 0.192

1.00

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
0.90 2
(kg/cm )
2/
mv,(cm kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.25 - 0.5 7.5E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
8.9E-03 ........... pressure
0.80 1.0 - 2.0 CC2 = Compression Index for stress level
6.2E-03
2.0 - 4.0 greater than preconsolidation
3.7E-03
4.0 - 8.0 pressure

0.70
eo = 0.66
Void Ratio, e

0.60

0.50

Lab Curve

0.40
Loading Curve
Pc = 5.41 kg/sqcm

Unloading Curve
Po = 2.57 kg/sqcm

Extrapolated Loading Curve

0.30
0.42 eo Unloading Points
Field Curve
Loading Points
0.20

0.10
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C34 : Plate 17 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C34 Initial moisture content : 14.4% Preconsolidation Pressure (PC) kg/cm : 8.10
Sample Details

Test Results
Sample Depth, m: 14.25 Final moisture content : 15.8% Overconsolidation Ratio (OCR): 2.1

Sample No. : UDS-4 Initial Void Ratio before test (eo): 0.62 Compression Index (Cc1) for p < pc: 0.015

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.40 Compression Index (Cc2) for p > pc: 0.305

0.90
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.80 CC1 = Compression Index for stress
0.25 - 0.5 6.9E-02
level less than preconsolidation
0.5 - 1.0 1.8E-02
9.1E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.0E-03
2.0 - 4.0 greater than preconsolidation
0.70 3.9E-03
4.0 - 8.0 pressure

eo = 0.62
0.60
Void Ratio, e

0.50

Lab Curve
Field Curve
0.40

Loading Curve
Unloading Curve
Pc = 7.64 kg/sqcm
Po = 3.75 kg/sqcm

0.30
Extrapolated Loading Curve
0.42 eo Unloading Points
Field Curve

0.20 Loading Points

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C34 : Plate 18 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C34 Initial moisture content : 15.9% Preconsolidation Pressure (PC) kg/cm : 12.00
Sample Details

Test Results
Sample Depth, m: 20.25 Final moisture content : 17.2% Overconsolidation Ratio (OCR): 2.3

Sample No. : UDS-6 Initial Void Ratio before test (eo): 0.61 Compression Index (Cc1) for p < pc: 0.017

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.39 Compression Index (Cc2) for p > pc: 0.406

0.90
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
(kg/cm2) 2/
mv,(cm kg) Pc = Preconsolidation Pressure
0.80 CC1 = Compression Index for stress
0.25 - 0.5 7.1E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
9.2E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.5E-03
2.0 - 4.0 greater than preconsolidation
0.70 3.4E-03
4.0 - 8.0 pressure

eo = 0.61
0.60
Void Ratio, e

0.50

Lab Curve Field Curve

0.40

Loading Curve
Unloading Curve
Pc = 11.76 kg/sqcm

0.30
Po = 5.04 kg/sqcm

Extrapolated Loading Curve

0.42 eo Unloading Points
Field Curve

0.20 Loading Points

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C34 : Plate 19 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil-Water Extract Test Results

Sulphate Content Chloride Content

Borehole No. Depth, (m) pH Value
(SO3), % (Cl), %

BH-C34 16.5 0.10 0.01 8.2

Chemical Test Results

Consolidation Test Results

Preconsolidation Compression Index
Overconsolidation
Borehole No. Depth, (m) Pressure (PC)
Ratio (OCR) (Cc1) (Cc2)
kg/cm2:

5.25 0.70 1.60 0.022 0.155

8.25 2.70 1.60 0.020 0.197

BH-C34 11.25 5.50 2.00 0.020 0.192

14.25 8.10 2.10 0.015 0.305

20.25 12.00 2.30 0.017 0.406

Consolidation Test Results

Project No. 217033-C Appendix-C34 : Plate 20 of 20

 APPENDIX- BH-C35

Caption Plate
Soil Profiles 1 to 3
Standard Penetration Test Results 4
Plasticity Chart 5
Grain Size Analysis 6 to 9
Shear Test Results 10 to 12
Consolidation Test Results 13 to 17
Chemical Test Results 18
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C35)

Location : Saket to Tughlakabad Termination Depth : 30.15 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 720469 E, 3155983 N Ground Water Depth : Not Met Casing Depth : 12.0 m

Survey Coordinates : Surface Elevation : Boring Start : 28-May-17

Chainage : Ground Water Level : Boring Finish : 31-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

Stiff to hard brown sandy silt, low plastic

0.00 1.00 DS1 #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #DIV/0!
(CL)
1.50 1.95 SPT1 15 18 0 29 59 12 30.6 19.3 11.3 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A #DIV/0!

2.25 2.55 UDS1 #N/A - stiff, 0.0 to 3.0 m #N/A #N/A #N/A #N/A 31.2 18.7 12.4 1.79 1.57 14.3 #N/A #N/A #N/A #N/A #N/A #DIV/0!

3.00 3.45 SPT2 18 18 - Very stiff, 3.0 to 9.0 m 0 34 48 18 26.4 17.4 9.0 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A #DIV/0!

4.50 4.95 SPT3 23 20 0 31 56 13 30.5 17.8 12.7 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A #DIV/0!

5.25 5.55 UDS2 #N/A #N/A #N/A #N/A #N/A 28.5 19.3 9.2 1.80 1.57 14.7 #N/A DS 0.5 ,1, 1.5 0.0 31.6 UC 0.5

6.00 6.45 SPT4 28 21 0 57 31 12 ### #N/A #N/A #N/A 2.67 #N/A #N/A #N/A #N/A #DIV/0!

7.50 7.95 SPT5 29 21 0 30 57 13 31.9 19.1 12.8 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A #DIV/0!

8.25 8.55 UDS3 #N/A #N/A #N/A #N/A #N/A 28.4 17.9 10.5 1.83 1.57 16.0 #N/A #N/A #N/A #N/A #N/A UC 0.9

9.00 9.45 SPT6 33 21 - hard, 9.0 to 11.5 m 0 41 43 16 24.8 16.8 8.0 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A #DIV/0!

10.50 10.95 SPT7 37 22 - with traces of gravel, 10.5 to 11.0 m 3 32 52 13 27.9 17.3 10.6 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A #DIV/0!

11.25 11.55 UDS4 #N/A #N/A #N/A #N/A #N/A 28.4 17.7 10.7 1.85 1.60 15.9 #N/A DS 0.5 ,1, 1.5 0.0 32.2 UC 1.2

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C35 : Plate 1 of 18

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C35)

Location : Saket to Tughlakabad Termination Depth : 30.15 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 720469 E, 3155983 N Ground Water Depth : Not Met Casing Depth : 12.0 m

Survey Coordinates : Surface Elevation : Boring Start : 28-May-17

Chainage : Ground Water Level : Boring Finish : 31-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

12.00 12.45 SPT8 42 23 Hard brown sandy silt, low plastic (CL) 4 31 47 18 29.6 18.7 10.8 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A #DIV/0!

13.50 13.95 SPT9 40 22 - with traces of gravel, 12.0 to 18.0 m 4 28 54 14 29.6 18.6 11.0 #N/A #N/A 2.69 #N/A #N/A #N/A #N/A #DIV/0!

14.25 14.55 UDS5 #N/A #N/A #N/A #N/A #N/A ### #N/A 1.86 1.64 13.4 #N/A #N/A #N/A #N/A #N/A #DIV/0!

15.00 15.45 SPT10 45 23 4 32 46 18 31.8 20.1 11.7 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A #DIV/0!

16.50 16.95 SPT11 49 23 4 24 56 16 30.4 18.4 12.0 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A #DIV/0!

17.25 17.55 UDS6 #N/A #N/A #N/A #N/A #N/A 28.5 17.2 11.2 1.89 1.74 8.6 #N/A DS 1,2,3 0.0 35.1 #DIV/0!

18.00 18.45 SPT12 55 24 - with gravel, 18.0 to 19.5 m 5 28 48 19 29.0 16.7 12.3 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A #DIV/0!

19.50 19.95 SPT13 54 23 - with traces of gravel, 19.5 to 23.5 m 3 28 53 16 29.4 16.8 12.6 #N/A #N/A 2.69 #N/A #N/A #N/A #N/A #DIV/0!

20.25 20.55 UDS7 #N/A #N/A #N/A #N/A #N/A 28.9 18.2 10.7 1.90 1.63 16.8 #N/A #N/A #N/A #N/A #N/A UC 1.9

21.00 21.45 SPT14 58 24 1 30 50 19 28.0 11.0 17.0 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A #DIV/0!

22.50 22.95 SPT15 59 23 1 28 56 15 32.3 19.3 13.0 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A #DIV/0!

23.25 23.55 DS2 #N/A #N/A #N/A #N/A #N/A #DIV/0!

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C35 : Plate 2 of 18

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C35)

Location : Saket to Tughlakabad Termination Depth : 30.15 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 720469 E, 3155983 N Ground Water Depth : Not Met Casing Depth : 12.0 m

Survey Coordinates : Surface Elevation : Boring Start : 28-May-17

Chainage : Ground Water Level : Boring Finish : 31-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

24.00 24.45 SPT16 68 25 Hard brown sandy silt, low plastic (CL) 2 32 53 13 32.0 19.5 12.4 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A #DIV/0!

25.50 25.95 SPT17 70 25 - with traces of gravel, 24.0 to 25.5 m 13 23 48 16 30.8 19.2 11.5 #N/A #N/A 2.69 #N/A #N/A #N/A #N/A #DIV/0!

26.25 26.55 DS3 #N/A - with gravel, 25.5 to 27.0 m #N/A #N/A #N/A #N/A 30.2 20.3 9.9 #N/A #N/A

27.00 27.45 SPT18 77 26 - with traces of gravel, 27.0 to 30.15 m 2 32 48 18 29.6 22.0 7.7 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A #DIV/0!
103/ 103/
28.50 28.80 SPT19 2 28 51 19 28.1 17.5 10.6 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A #DIV/0!
15cm 15cm
29.25 29.55 DS4 #N/A #N/A #N/A #N/A 28.7 16.9 11.8 #DIV/0!
Ref*/ Ref*/
30.00 30.15 SPT20 30.15 2 32 52 14 29.6 17.9 11.6 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A #N/A
15cm 15cm
#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C35 : Plate 3 of 18

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Standard Penetration Test

IS : 2131-1981, RA-2007

Borehole Details

SPT Symbol Borehole Number Section

Field
BH-C35 Saket to Tughlakabad
Corrected

Field (N) & Corrected (N') SPT Value

0 20 40 60 80 100
0.0

4.0

8.0

12.0
Depth, m

16.0

20.0

24.0

103/15cm
28.0
Ref*/15cm

32.0

Field & Corrected SPT Values vs. Depth

Project No. 217033-C Appendix-C35 : Plate 4 of 18

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Atterberg Test
IS : 2720 (Part-5)-1985, RA-2010

60

A-Line : 0.73(LL-20)
50

CH
CI

40
L I Q U I D L I M I T, WL
Plasticity Index, Ip (%)

30

CL

20
A Line BH-C35
MH or OH

10
MI or OI
CL-ML ML or
ML OL
0
0 10 20 30 40 50 60 70 80 90 100
Liquid Limit, (%)

Plasticity Chart
Project No. 217033-C Appendix-C35 : Plate 5 of 18
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C35 1.50 Sandy silt (CL) 0 29 59 12 0.058 0.017

BH-C35 3.00 Sandy silt (CL) 0 34 48 18 0.055 0.006

BH-C35 4.50 Sandy silt (CL) 0 31 56 13 0.058 0.016

BH-C35 6.00 Silty fine sand (SM) 0 57 31 12 0.119 0.018

BH-C35 7.50 Sandy silt (CL) 0 30 57 13 0.058 0.018

Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30 Borehole No: C35 , Depth: 1.5 m

Borehole No: C35 , Depth: 3 m

20 Borehole No: C35 , Depth: 4.5 m

Borehole No: C35 , Depth: 6 m

10 Borehole No: C35 , Depth: 7.5 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C35 : Plate 6 of 18

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C35 9.00 Sandy silt (CL) 0 41 43 16 0.082 0.008

Sandy silt with traces of gravel
BH-C35 10.50 3 32 52 13 0.065 0.018
(CL)
Sandy silt with traces of gravel
BH-C35 12.00 4 31 47 18 0.059 0.006
(CL)
Sandy silt with traces of gravel
BH-C35 13.50 4 28 54 14 0.058 0.012
(CL)
Sandy silt with traces of gravel
BH-C35 15.00 4 32 46 18 0.060 0.006
(CL)
Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30 Borehole No: C35 , Depth: 9 m

Borehole No: C35 , Depth: 10.5 m

20 Borehole No: C35 , Depth: 12 m

Borehole No: C35 , Depth: 13.5 m

10 Borehole No: C35 , Depth: 15 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C35 : Plate 7 of 18

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

Sandy silt with traces of gravel

BH-C35 16.50 4 24 56 16 0.052 0.013
(CL)

BH-C35 18.00 Sandy silt with gravel (CL) 5 28 48 19 0.050 0.006

Sandy silt with traces of gravel

BH-C35 19.50 3 28 53 16 0.056 0.014
(CL)
Sandy silt with traces of gravel
BH-C35 21.00 1 30 50 19 0.046 0.006
(CL)
Sandy silt with traces of gravel
BH-C35 22.50 1 28 56 15 0.050 0.013
(CL)
Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30 Borehole No: C35 , Depth: 16.5 m

Borehole No: C35 , Depth: 18 m

20 Borehole No: C35 , Depth: 19.5 m

Borehole No: C35 , Depth: 21 m

10 Borehole No: C35 , Depth: 22.5 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C35 : Plate 8 of 18

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

Sandy silt with traces of gravel

BH-C35 24.00 2 32 53 13 0.054 0.006
(CL)

BH-C35 25.50 Sandy silt with gravel (CL) 13 23 48 16 0.066 0.013

Sandy silt with traces of gravel

BH-C35 27.00 2 32 48 18 0.056 0.006
(CL)
Sandy silt with traces of gravel
BH-C35 28.50 2 28 51 19 0.043 0.005
(CL)
Sandy silt with traces of gravel
BH-C35 30.00 2 32 52 14 0.059 0.015
(CL)
Hydrometer Analysis Sieve Analysis

SAND GRAVEL
CLAY SILT
FINE MEDIUM COARSE FINE COARSE

100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C35 , Depth: 24 m

Borehole No: C35 , Depth: 25.5 m

20
Borehole No: C35 , Depth: 27 m

Borehole No: C35 , Depth: 28.5 m

10
Borehole No: C35 , Depth: 30 m

0
0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C35 : Plate 9 of 18

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C35 Sample Depth: 5.25 m

Sample Details

Sample No.: UDS2 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.57

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 31.6 degrees

2.5

2.0
y = 0.6154x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C35 : Plate 10 of 18

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C35 Sample Depth: 11.25 m

Sample Details

Sample No.: UDS4 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.60

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 32.2 degrees

2.5

2.0
y = 0.6295x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C35 : Plate 11 of 18

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C35 Sample Depth: 17.25 m

Sample Details

Sample No.: UDS6 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.74

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 35.1 degrees

2.5

y = 0.7039x
2.0 R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C35 : Plate 12 of 18

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C35 Initial moisture content : 14.3% Preconsolidation Pressure (PC) kg/cm : 0.60
Sample Details

Test Results
Sample Depth, m: 2.25 Final moisture content : 15.2% Overconsolidation Ratio (OCR): 1.6

Sample No. : UDS-1 Initial Void Ratio before test (eo): 0.79 Compression Index (Cc1) for p < pc: 0.018

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.49 Compression Index (Cc2) for p > pc: 0.155

1.10
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
2 2/
(kg/cm ) mv,(cm kg) Pc = Preconsolidation Pressure
1.00
CC1 = Compression Index for stress
0.25 - 0.5 7.1E-02
level less than preconsolidation
0.5 - 1.0 1.6E-02
9.4E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
0.90 6.2E-03
2.0 - 4.0 greater than preconsolidation
2.9E-03
4.0 - 8.0 pressure

0.80
eo = 0.79
Void Ratio, e

0.70

0.60
Lab Curve

0.50
Loading Curve
Unloading Curve
Pc = 0.99 kg/sqcm
Po = 0.38 kg/sqcm

Extrapolated Loading Curve

0.40
Unloading Points
Field Curve
0.42 eo
Loading Points
0.30

0.20
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C35 : Plate 13 of 18

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C35 Initial moisture content : 16% Preconsolidation Pressure (PC) kg/cm : 2.50
Sample Details

Test Results
Sample Depth, m: 8.25 Final moisture content : 16.5% Overconsolidation Ratio (OCR): 1.4

Sample No. : UDS-3 Initial Void Ratio before test (eo): 0.77 Compression Index (Cc1) for p < pc: 0.020

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.48 Compression Index (Cc2) for p > pc: 0.197

1.10
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
1.00
CC1 = Compression Index for stress
0.25 - 0.5 6.0E-02
level less than preconsolidation
0.5 - 1.0 2.7E-02
8.1E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.9E-03
0.90 2.0 - 4.0
2.8E-03 greater than preconsolidation
4.0 - 8.0 pressure

0.80
eo = 0.77
Void Ratio, e

0.70

0.60

Lab Curve

0.50
Loading Curve
Unloading Curve
kg/sqcm
kg/sqcm

Extrapolated Loading Curve

0.40
Unloading Points
2.21
Pc==1.4

Field Curve
0.42 eo Loading Points
Po

0.30

0.20
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C35 : Plate 14 of 18

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C35 Initial moisture content : 13.4% Preconsolidation Pressure (PC) kg/cm : 5.50
Sample Details

Test Results
Sample Depth, m: 14.25 Final moisture content : 14.2% Overconsolidation Ratio (OCR): 2.0

Sample No. : UDS-5 Initial Void Ratio before test (eo): 0.59 Compression Index (Cc1) for p < pc: 0.020

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.40 Compression Index (Cc2) for p > pc: 0.192

0.90
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
(kg/cm2) 2/
mv,(cm kg) Pc = Preconsolidation Pressure
0.80
CC1 = Compression Index for stress
0.25 - 0.5 7.5E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
8.9E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
0.70 6.2E-03
2.0 - 4.0 greater than preconsolidation
3.7E-03
4.0 - 8.0 pressure

0.60
eo = 0.59
Void Ratio, e

0.50

Field Curve
0.40
Lab Curve

0.30
Pc = 4.88 kg/sqcm
Po = 2.57 kg/sqcm

Loading Curve
0.42 eo Unloading Curve
Extrapolated Loading Curve
0.20
Unloading Points
Field Curve
Loading Points
0.10

0.00
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C35 : Plate 15 of 18

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C35 Initial moisture content : 8.6% Preconsolidation Pressure (PC) kg/cm : 8.10
Sample Details

Test Results
Sample Depth, m: 17.25 Final moisture content : 9.5% Overconsolidation Ratio (OCR): 2.1

Sample No. : UDS-7 Initial Void Ratio before test (eo): 0.65 Compression Index (Cc1) for p < pc: 0.015

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.33 Compression Index (Cc2) for p > pc: 0.305

1.00
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
2 2/
(kg/cm ) mv,(cm kg) Pc = Preconsolidation Pressure
0.90
CC1 = Compression Index for stress
0.25 - 0.5 6.9E-02
level less than preconsolidation
0.5 - 1.0 1.8E-02
9.1E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
0.80 6.0E-03
2.0 - 4.0 greater than preconsolidation
3.9E-03
4.0 - 8.0 pressure

0.70

eo = 0.65
Void Ratio, e

0.60

0.50

Lab Curve Field Curve

0.40
Loading Curve
Unloading Curve
Pc = 8.42 kg/sqcm
Po = 3.75 kg/sqcm

Extrapolated Loading Curve

0.30
0.42 eo
Unloading Points
Field Curve
Loading Points
0.20

0.10
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C35 : Plate 16 of 18

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C35 Initial moisture content : 16.8% Preconsolidation Pressure (PC) kg/cm : 11.50
Sample Details

Test Results
Sample Depth, m: 20.25 Final moisture content : 17.6% Overconsolidation Ratio (OCR): 2.3

Sample No. : UDS-9 Initial Void Ratio before test (eo): 0.52 Compression Index (Cc1) for p < pc: 0.014

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.42 Compression Index (Cc2) for p > pc: 0.406

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
0.80 (kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.25 - 0.5 7.1E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
9.2E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
0.70 6.5E-03
2.0 - 4.0 greater than preconsolidation
3.4E-03
4.0 - 8.0 pressure

0.60

eo = 0.52
Void Ratio, e

0.50

0.40 Field Curve

Lab Curve
0.30
Loading Curve
Pc = 10.01 kg/sqcm

Unloading Curve
Po = 5.04 kg/sqcm

0.42 eo Extrapolated Loading Curve

0.20
Unloading Points
Field Curve
Loading Points
0.10

0.00
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C35 : Plate 17 of 18

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil-Water Extract Test Results

Sulphate Content Chloride Content

Borehole No. Depth, (m) pH Value
(SO3), % (Cl), %

BH-C35 16.5 0.09 0.00 8.4

Chemical Test Results

Consolidation Test Results

Preconsolidation Compression Index
Overconsolidation
Borehole No. Depth, (m) Pressure (PC)
Ratio (OCR) (Cc1) (Cc2)
kg/cm2:

2.25 0.60 1.60 0.018 0.155

8.25 2.50 1.40 0.020 0.197

BH-C35 14.25 5.50 2.00 0.020 0.192

20.25 8.10 2.10 0.015 0.305

26.25 11.50 2.30 0.014 0.406

Consolidation Test Results

Project No. 217033-C Appendix-C35 : Plate 18 of 18

 APPENDIX- BH-C36

Caption Plate
Soil Profiles 1 to 3
Standard Penetration Test Results 4
Plasticity Chart 5
Grain Size Analysis 6 to 9
Shear Test Results 10 to 13
Consolidation Test Results 14 to 18
Chemical Test Results 19
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C36)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 720553 E, 3155973 N Ground Water Depth : Not Met Casing Depth : 22.0 m

Survey Coordinates : Surface Elevation : Boring Start : 28-May-17

Chainage : Ground Water Level : Boring Finish : 31-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

Stiff to hard brown sandy silt, low plastic

0.00 1.00 DS1 #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #DIV/0!
(CL)
1.50 1.95 SPT1 13 17 1 10 69 20 28.7 18.7 10.0 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A #DIV/0!

2.25 2.55 UDS1 #N/A - stiff, 0.0 to 3.0 m #N/A #N/A #N/A #N/A 29.5 18.2 11.3 1.79 1.57 13.8 #N/A DS 0.5 ,1, 1.5 0.0 31.4 #DIV/0!

3.00 3.45 SPT2 18 18 - with traces of gravel, 1.5 to 8.0 m 2 34 53 11 30.4 17.8 12.6 #N/A #N/A 2.61 #N/A #N/A #N/A #N/A #DIV/0!

4.50 4.95 SPT3 25 21 - very stiff, 3.0 to 7.5 m 4 33 51 12 30.1 18.6 11.5 #N/A #N/A 2.62 #N/A #N/A #N/A #N/A #DIV/0!

5.25 5.55 UDS2 #N/A #N/A #N/A #N/A #N/A 29.6 19.3 10.3 1.81 1.58 14.0 #N/A #N/A #N/A #N/A #N/A UC 0.5

6.00 6.45 SPT4 28 21 2 60 32 6 29.8 18.4 11.4 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A #DIV/0!

7.50 7.95 SPT5 30 21 - hard, 7.5 to 11.5 m 3 42 49 6 30.4 18.7 11.7 #N/A #N/A 2.65 #N/A #N/A #N/A #N/A #DIV/0!

8.25 8.55 UDS3 #N/A #N/A #N/A #N/A #N/A 31.2 17.9 13.3 1.82 1.57 15.7 #N/A DS 0.5 ,1, 1.5 0.0 31.9 UC 0.8

9.00 9.45 SPT6 30 20 - with gravel, 9.0 to 11.0 m 9 15 62 14 30.8 18.4 12.4 #N/A #N/A 2.63 #N/A #N/A #N/A #N/A #DIV/0!

10.50 10.95 SPT7 35 21 6 11 68 15 30.2 18.7 11.5 #N/A #N/A 2.64 #N/A #N/A #N/A #N/A #DIV/0!

11.25 11.55 UDS4 #N/A #N/A #N/A #N/A #N/A 29.7 19.2 10.5 1.85 1.57 17.8 #N/A #N/A #N/A #N/A #N/A

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C36 : Plate 1 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C36)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 720553 E, 3155973 N Ground Water Depth : Not Met Casing Depth : 22.0 m

Survey Coordinates : Surface Elevation : Boring Start : 28-May-17

Chainage : Ground Water Level : Boring Finish : 31-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

12.00 12.45 SPT8 42 23 Hard brown sandy silt, low plastic (CL) 3 27 51 19 29.5 16.8 12.7 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A #DIV/0!

13.50 13.95 SPT9 44 23 - with traces of gravel, 12.0 to 13.5 m 5 27 52 16 29.8 18.6 11.2 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A #DIV/0!

14.25 14.55 UDS5 #N/A - with gravel, 13.5 to 16.5 m #N/A #N/A #N/A #N/A 29.4 19.2 10.2 1.86 1.60 16.5 #N/A DS 0.5 ,1, 1.5 0.0 32.6 #DIV/0!

15.00 15.45 SPT10 43 22 5 34 44 17 30.9 16.9 14.0 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A #DIV/0!

16.50 16.95 SPT11 46 22 - with traces of gravel, 16.5 to 18.0 m 1 29 53 17 33.1 18.4 14.7 #N/A #N/A 2.69 #N/A #N/A #N/A #N/A #DIV/0!

17.25 17.55 UDS6 #N/A #N/A #N/A #N/A #N/A 29.5 18.3 11.2 1.88 1.56 20.1 #N/A #N/A #N/A #N/A #N/A UC 1.7

18.00 18.45 SPT12 52 23 - with gravel, 18.0 to 19.5 m 7 28 47 18 29.8 17.7 12.2 #N/A #N/A 2.69 #N/A #N/A #N/A #N/A #DIV/0!

19.50 19.95 SPT13 60 25 - with traces of gravel, 19.5 to 23.0 m 3 30 53 14 29.9 19.0 10.8 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A #DIV/0!

20.25 20.55 UDS7 #N/A #N/A #N/A #N/A #N/A ### #N/A 1.90 1.61 17.6 #N/A #N/A #N/A #N/A #N/A #DIV/0!

21.00 21.45 SPT14 66 26 4 28 49 19 31.6 19.3 12.2 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A #DIV/0!

22.50 22.95 SPT15 65 25 3 29 54 14 28.9 18.1 10.8 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A #DIV/0!

23.25 23.55 UDS8 #N/A #N/A #N/A #N/A #N/A 28.9 17.2 11.7 1.92 1.68 14.6 #N/A DS 1,2,3 0.0 34.3 UC 2.2

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C36 : Plate 2 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil Profile (BH-C36)

Location : Saket to Tughlakabad Termination Depth : 30.45 m ( m) Boring Method : Shell & Auger

UTM Coordinates : 720553 E, 3155973 N Ground Water Depth : Not Met Casing Depth : 22.0 m

Survey Coordinates : Surface Elevation : Boring Start : 28-May-17

Chainage : Ground Water Level : Boring Finish : 31-May-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

24.00 24.45 SPT16 62 23 Hard brown sandy silt, low plastic (CL) 3 27 51 19 29.7 19.7 10.0 #N/A #N/A 2.68 #N/A #N/A #N/A #N/A #DIV/0!

25.50 25.95 SPT17 77 26 3 27 54 16 30.3 16.5 13.7 #N/A #N/A 2.69 #N/A #N/A #N/A #N/A #DIV/0!

26.25 26.55 DS2 #N/A #N/A #N/A #N/A 29.7 16.3 13.4 #DIV/0!

27.00 27.45 SPT18 103 32 5 28 48 19 29.9 16.0 13.9 #N/A #N/A 2.66 #N/A #N/A #N/A #N/A #DIV/0!

28.50 28.95 SPT19 103 31 4 26 54 16 28.4 18.0 10.4 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A #DIV/0!

29.25 29.55 DS3 #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #DIV/0!

30.00 30.45 SPT20 112 33 30.45 3 30 48 19 29.9 16.5 13.4 #N/A #N/A 2.67 #N/A #N/A #N/A #N/A #N/A

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C36 : Plate 3 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Standard Penetration Test

IS : 2131-1981, RA-2007

Borehole Details

SPT Symbol Borehole Number Section

Field
BH-C36 Saket to Tughlakabad
Corrected

Field (N) & Corrected (N') SPT Value

0 20 40 60 80 100
0.0

4.0

8.0

12.0
Depth, m

16.0

20.0

24.0

103
28.0

32.0

Field & Corrected SPT Values vs. Depth

Project No. 217033-C Appendix-C36 : Plate 4 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Atterberg Test
IS : 2720 (Part-5)-1985, RA-2010

60

A-Line : 0.73(LL-20)
50

CH
CI

40
L I Q U I D L I M I T, WL
Plasticity Index, Ip (%)

30

CL

20
A Line BH-C36
MH or OH

10
MI or OI
CL-ML ML or
ML OL
0
0 10 20 30 40 50 60 70 80 90 100
Liquid Limit, (%)

Plasticity Chart
Project No. 217033-C Appendix-C36 : Plate 5 of 19
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

Sandy silt with traces of gravel

BH-C36 1.50 1 10 69 20 0.024 0.005
(CL)
Sandy silt with traces of gravel
BH-C36 3.00 2 34 53 11 0.068 0.017
(CL)
Sandy silt with traces of gravel
BH-C36 4.50 4 33 51 12 0.070 0.016
(CL)
Sandy silt with traces of gravel
BH-C36 6.00 2 60 32 6 0.179 0.054 0.010 17.9 1.63
(CL)
Sandy silt with traces of gravel
BH-C36 7.50 3 42 49 6 0.113 0.014 0.004 28.3 0.43
(CL)
Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30 Borehole No: C36 , Depth: 1.5 m

Borehole No: C36 , Depth: 3 m

20 Borehole No: C36 , Depth: 4.5 m

Borehole No: C36 , Depth: 6 m

10
Borehole No: C36 , Depth: 7.5 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C36 : Plate 6 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C36 9.00 Sandy silt with gravel (CL) 9 15 62 14 0.044 0.011

BH-C36 10.50 Sandy silt with gravel (CL) 6 11 68 15 0.035 0.010

BH-C36 12.00 Sandy silt with gravel (CL) 3 27 51 19 0.023 0.008

BH-C36 13.50 Sandy silt with gravel (CL) 5 27 52 16 0.022 0.010

BH-C36 15.00 Sandy silt (CL) 5 34 44 17 0.073 0.008

Hydrometer Analysis Sieve Analysis

SAND GRAVEL
CLAY SILT
FINE MEDIUM COARSE FINE COARSE

100

90

80

70
% Finer by Weight

60

50

40

30
Borehole No: C36 , Depth: 9 m

Borehole No: C36 , Depth: 10.5 m

20
Borehole No: C36 , Depth: 12 m

10 Borehole No: C36 , Depth: 13.5 m

Borehole No: C36 , Depth: 15 m

0
0.001 0.010 0.100 1.000 10.000 100.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C36 : Plate 7 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

Sandy silt with traces of gravel

BH-C36 16.50 1 29 53 17 0.056 0.012
(CL)

BH-C36 18.00 Sandy silt with gravel (CL) 7 28 47 18 0.056 0.006

Sandy silt with traces of gravel

BH-C36 19.50 3 30 53 14 0.057 0.013
(CL)
Sandy silt with traces of gravel
BH-C36 21.00 4 28 49 19 0.048 0.006
(CL)
Sandy silt with traces of gravel
BH-C36 22.50 3 29 54 14 0.057 0.014
(CL)
Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30 Borehole No: C36 , Depth: 16.5 m

Borehole No: C36 , Depth: 18 m

20 Borehole No: C36 , Depth: 19.5 m

Borehole No: C36 , Depth: 21 m

10 Borehole No: C36 , Depth: 22.5 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C36 : Plate 8 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

Sandy silt with traces of gravel

BH-C36 24.00 3 27 51 19 0.043 0.005
(CL)
Sandy silt with traces of gravel
BH-C36 25.50 3 27 54 16 0.059 0.015
(CL)

BH-C36 27.00 Sandy silt with gravel (CL) 5 28 48 19 0.048 0.006

Sandy silt with traces of gravel

BH-C36 28.50 4 26 54 16 0.058 0.013
(CL)
Sandy silt with traces of gravel
BH-C36 30.00 3 30 48 19 0.051 0.006
(CL)
Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30 Borehole No: C36 , Depth: 24 m

Borehole No: C36 , Depth: 25.5 m

20 Borehole No: C36 , Depth: 27 m

Borehole No: C36 , Depth: 28.5 m

10 Borehole No: C36 , Depth: 30 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C36 : Plate 9 of 19

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C36 Sample Depth: 2.25 m

Sample Details

Sample No.: UDS1 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.57

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 31.4 degrees

2.5

2.0

y = 0.6093x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C36 : Plate 10 of 19

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C36 Sample Depth: 8.25 m

Sample Details

Sample No.: UDS3 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.57

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 31.9 degrees

2.5

2.0
y = 0.6214x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C36 : Plate 11 of 19

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C36 Sample Depth: 14.25 m

Sample Details

Sample No.: UDS5 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.60

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 32.6 degrees

2.5

2.0
y = 0.6395x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C36 : Plate 12 of 19

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C36 Sample Depth: 23.25 m

Sample Details

Sample No.: UDS8 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.68

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 34.3 degrees

2.5

2.0 y = 0.6818x
R2 = 1

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C36 : Plate 13 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C36 Initial moisture content : 13.8% Preconsolidation Pressure (PC) kg/cm : 0.70
Sample Details

Test Results
Sample Depth, m: 2.25 Final moisture content : 14.5% Overconsolidation Ratio (OCR): 1.6

Sample No. : UDS-1 Initial Void Ratio before test (eo): 0.71 Compression Index (Cc1) for p < pc: 0.020

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.49 Compression Index (Cc2) for p > pc: 0.155

1.00
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
2 2/
(kg/cm ) mv,(cm kg) Pc = Preconsolidation Pressure
0.90 CC1 = Compression Index for stress
0.25 - 0.5 7.1E-02
level less than preconsolidation
0.5 - 1.0 1.6E-02
9.4E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.2E-03
2.0 - 4.0 greater than preconsolidation
2.9E-03
0.80 4.0 - 8.0 pressure

eo = 0.71
0.70
Void Ratio, e

0.60

0.50 Lab Curve

Loading Curve
Unloading Curve
0.40
Extrapolated Loading Curve
Pc = 0.41 kg/sqcm

Po = 0.38 kg/sqcm

Unloading Points
Field Curve

0.30 Loading Points

0.42 eo

0.20
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C36 : Plate 14 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C36 Initial moisture content : 15.7% Preconsolidation Pressure (PC) kg/cm : 2.70
Sample Details

Test Results
Sample Depth, m: 8.25 Final moisture content : 16.7% Overconsolidation Ratio (OCR): 1.6

Sample No. : UDS-3 Initial Void Ratio before test (eo): 0.71 Compression Index (Cc1) for p < pc: 0.020

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.48 Compression Index (Cc2) for p > pc: 0.197

1.00
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.90 CC1 = Compression Index for stress
0.25 - 0.5 6.0E-02
level less than preconsolidation
0.5 - 1.0 2.7E-02
8.1E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.9E-03
2.0 - 4.0 greater than preconsolidation
0.80 2.8E-03
4.0 - 8.0 pressure

eo = 0.71
0.70
Void Ratio, e

0.60

0.50
Lab Curve

Loading Curve
Unloading Curve
0.40
Extrapolated Loading Curve
kg/sqcm

Unloading Points
kg/sqcm

Field Curve
2.28

Loading Points
Pc==1.4

0.30
0.42 eo
Po

0.20
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C36 : Plate 15 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C36 Initial moisture content : 16.5% Preconsolidation Pressure (PC) kg/cm : 5.50
Sample Details

Test Results
Sample Depth, m: 14.25 Final moisture content : 17.5% Overconsolidation Ratio (OCR): 2.0

Sample No. : UDS-5 Initial Void Ratio before test (eo): 0.68 Compression Index (Cc1) for p < pc: 0.020

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.44 Compression Index (Cc2) for p > pc: 0.192

1.00

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
0.90 (kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.25 - 0.5 7.5E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
8.9E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
0.80 6.2E-03
2.0 - 4.0 greater than preconsolidation
3.7E-03
4.0 - 8.0 pressure

0.70
eo = 0.68
Void Ratio, e

0.60

0.50

Lab Curve

0.40
Loading Curve
Pc = 5.48 kg/sqcm
Po = 2.57 kg/sqcm

Unloading Curve
Extrapolated Loading Curve
0.30
0.42 eo Unloading Points
Field Curve
Loading Points
0.20

0.10
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C36 : Plate 16 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C36 Initial moisture content : 17.6% Preconsolidation Pressure (PC) kg/cm : 8.10
Sample Details

Test Results
Sample Depth, m: 20.25 Final moisture content : 17% Overconsolidation Ratio (OCR): 2.3

Sample No. : UDS-7 Initial Void Ratio before test (eo): 0.66 Compression Index (Cc1) for p < pc: 0.017

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.44 Compression Index (Cc2) for p > pc: 0.406

1.00
Pressure Coefficient of Volume eo = Initial void ratio
Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.90
CC1 = Compression Index for stress
0.25 - 0.5 6.9E-02
level less than preconsolidation
0.5 - 1.0 1.8E-02
9.1E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
0.80 6.0E-03
2.0 - 4.0 greater than preconsolidation
3.9E-03
4.0 - 8.0 pressure

0.70
eo = 0.66
Void Ratio, e

0.60

0.50

Lab Curve
Field Curve

0.40
Loading Curve
Pc = 7.87 kg/sqcm

Unloading Curve
Po = 3.75 kg/sqcm

Extrapolated Loading Curve

0.30
0.42 eo Unloading Points
Field Curve
Loading Points
0.20

0.10
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C36 : Plate 17 of 19

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C36 Initial moisture content : 14.6% Preconsolidation Pressure (PC) kg/cm : 12.00
Sample Details

Test Results
Sample Depth, m: 23.25 Final moisture content : 15.4% Overconsolidation Ratio (OCR): 2.3

Sample No. : UDS-9 Initial Void Ratio before test (eo): 0.60 Compression Index (Cc1) for p < pc: 0.017

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.37 Compression Index (Cc2) for p > pc: 0.406

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.80 CC1 = Compression Index for stress
0.25 - 0.5 7.1E-02
level less than preconsolidation
0.5 - 1.0 2.3E-02
9.2E-03 ........... pressure
1.0 - 2.0 CC2 = Compression Index for stress level
6.5E-03
2.0 - 4.0 greater than preconsolidation
0.70 3.4E-03
4.0 - 8.0 pressure

0.60
eo = 0.6
Void Ratio, e

0.50

0.40 Field Curve

Lab Curve

Loading Curve
Unloading Curve
0.30
Pc = 11.96 kg/sqcm

Extrapolated Loading Curve

Po = 5.04 kg/sqcm

Unloading Points
0.42 eo
Field Curve

0.20 Loading Points

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C36 : Plate 18 of 19

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd.

Soil-Water Extract Test Results

Sulphate Content Chloride Content

Borehole No. Depth, (m) pH Value
(SO3), % (Cl), %

BH-C36 16.5 0.09 0.01 8.4

Chemical Test Results

Consolidation Test Results

Preconsolidation Compression Index
Overconsolidation
Borehole No. Depth, (m) Pressure (PC)
Ratio (OCR) (Cc1) (Cc2)
kg/cm2:

2.25 0.70 1.60 0.022 0.155

8.25 2.70 1.60 0.020 0.197

BH-C36 14.25 5.50 2.00 0.020 0.192

20.25 8.10 2.10 0.015 0.305

26.25 12.00 2.30 0.017 0.406

Consolidation Test Results

Project No. 217033-C Appendix-C36 : Plate 19 of 19

 APPENDIX- BH-C37

Caption Plate
Soil Profiles 1 to 3
Standard Penetration Test Results 4
Plasticity Chart 5
Grain Size Analysis 6 to 9
Shear Test Results 10 to 14
Consolidation Test Results 15 to 19
Chemical Test Results 20
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd

Soil Profile (BH-C37)

Location : Saket to Tughlakabad Termination Depth : 30.45 m Boring Method : Shell & Auger

UTM Coordinates : 720649 E, 3155973 N Ground Water Depth : Not Met Casing Depth : 15.7 m

Survey Coordinates : Surface Elevation : Boring Start : 31-May-17

Chainage : Ground Water Level : Boring Finish : 02-Jun-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

0.00 1.00 DS1 #N/A Utility pit #N/A

1.00 1.50 DS2 #N/A 1.50 #N/A

Very stiff to hard brown sandy silt, low
1.50 1.95 SPT1 15 18 1 23 72 4 29.8 17.8 12.0 2.65 #N/A
plastic (CL)
2.25 2.55 UDS1 #N/A - very stiff, 1.5 to 9.0 m 30.2 19.1 11.1 1.69 1.52 11.2 #N/A #N/A UC 0.5

3.00 3.45 SPT2 17 18 - with traces of gravel, 1.5 to 4.5 m 2 32 60 6 30.6 19.1 11.5 2.64 #N/A

4.50 4.95 SPT3 23 20 - with gravel, 4.5 to 6.0 m 5 41 51 3 28.5 17.2 11.3 2.66 #N/A

5.25 5.55 UDS2 #N/A 29.2 17.2 12.0 1.73 1.53 13.4 #N/A DS 0.5, 1, 1.5 0.0 29.8

6.00 6.45 SPT4 25 20 - with traces of gravel, 6.0 to 7.5 m 3 24 71 2 28.9 17.3 11.6 2.63 #N/A

7.50 7.95 SPT5 28 20 0 32 63 5 29.8 16.5 13.3 2.62 #N/A

8.25 8.55 UDS3 #N/A - hard, 9.0 to 11.0 m 28.5 16.8 11.7 1.76 1.52 15.6 #N/A #N/A UC 1.1

9.00 9.45 SPT6 31 21 - with traces of gravel, 9.0 to 11.0 m 2 35 57 6 30.1 16.8 13.3 2.63 #N/A

10.50 10.95 SPT7 34 21 3 37 53 7 29.4 18.7 10.7 2.62 #N/A

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C37 : Plate 1 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd

Soil Profile (BH-C37)

Location : Saket to Tughlakabad Termination Depth : 30.45 m Boring Method : Shell & Auger

UTM Coordinates : 720649 E, 3155973 N Ground Water Depth : Not Met Casing Depth : 15.7 m

Survey Coordinates : Surface Elevation : Boring Start : 31-May-17

Chainage : Ground Water Level : Boring Finish : 02-Jun-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

11.25 11.55 UDS4 #N/A Hard brown sandy silt, low plastic (CL) 29.3 18.5 10.8 1.77 1.55 14.5 #N/A DS 0.5, 1, 1.5 0.0 30.6

12.00 12.45 SPT8 39 22 - with gravel, 11.0 to 13.5 m 6 40 52 2 27.6 16.7 10.9 2.65 #N/A

13.50 13.95 SPT9 44 23 - with traces of gravel, 13.5 to 15.0 m 4 31 60 5 28.6 17.9 10.7 2.66 #N/A

14.25 14.55 UDS5 #N/A 29.9 16.9 13.0 1.83 1.63 12.4 #N/A #N/A UC 1.7

15.00 15.45 SPT10 48 24 - with gravel, 15.0 to 16.5 m 5 27 61 7 30.1 17.3 12.8 2.66 #N/A

16.50 16.95 SPT11 51 24 - with traces of gravel, 16.5 to 22.5 m 4 34 57 5 28.4 17.4 11.0 2.68 #N/A

17.25 17.55 UDS6 #N/A 29.8 19.2 10.6 1.82 1.60 13.9 #N/A DS 1, 2, 3 0.0 30.9

18.00 18.45 SPT12 56 25 3 31 60 6 29.1 17.9 11.2 2.67 #N/A

19.50 19.95 SPT13 62 26 2 29 62 7 29.6 18.2 11.4 2.68 #N/A

20.25 20.55 UDS7 #N/A 30.7 20.1 10.6 1.86 1.64 13.5 #N/A #N/A

21.00 21.45 SPT14 64 25 2 28 62 8 30.6 18.7 11.9 2.69 #N/A

22.50 22.95 SPT15 68 26 - with gravel, 22.5 to 23.0 m 6 33 58 3 28.2 16.7 11.5 2.65 #N/A

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C37 : Plate 2 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd

Soil Profile (BH-C37)

Location : Saket to Tughlakabad Termination Depth : 30.45 m Boring Method : Shell & Auger

UTM Coordinates : 720649 E, 3155973 N Ground Water Depth : Not Met Casing Depth : 15.7 m

Survey Coordinates : Surface Elevation : Boring Start : 31-May-17

Chainage : Ground Water Level : Boring Finish : 02-Jun-17

Depth, m SPT (1) Grain Size Analysis Atterberg Limits Density and Moisture Shear Tests

Depth of Strata (m)

Moisture Content
Corrected Value,

Angle of Internal
Specific Gravity
Plasticity Index
Field Value, Nf

SOIL DESCRIPTION

Type of Test

Type of Test
Bulk Density

Intercept, 'c'

Intercept, 'c'
Sample No.

Dry Density
Plastic (%)
Liquid (%)
Gravel (%)

Friction,
(gms/cm )

(gms/cm )

Pressures
Sand (%)

(degrees)
Confining

Cohesion

Cohesion
3

3
Clay (%)

(kg/cm )

(kg/cm )

(kg/cm )
Silt (%)
Symbol

2
From

(%)

(%)
To

N"

Hard brown sandy silt with gravel, low

23.25 23.55 UDS8 #N/A 29.9 18.3 11.6 1.89 1.65 14.3 #N/A DS 1, 2, 3 0.0 31.9 UC 2.9
plastic (CL)
24.00 24.45 SPT16 71 26 7 34 53 6 30.0 18.9 11.1 2.68 #N/A

25.50 25.95 SPT17 75 26 8 26 61 5 28.9 16.7 12.2 2.67 #N/A

26.25 26.55 UDS9 #N/A 29.5 18.9 10.6 1.94 1.73 12.3 #N/A

27.00 27.45 SPT18 81 27 10 25 61 4 29.8 16.5 13.3 2.67 #N/A

28.50 28.95 SPT19 104 31 9 28 61 2 29.6 17.9 11.7 2.65 #N/A

29.25 29.50 UDS10 #N/A 28.3 16.5 11.8 1.96 1.71 14.3 DS 1, 2, 3 0.0 33.1 UC 3.6
109/ 109/
30.00 30.41 SPT20 30.41 13 33 54 0 27.5 15.6 11.9 2.69 #N/A
26cm 26cm
#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

#N/A #N/A #N/A #N/A #N/A #N/A #N/A ### #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ###

(1)
SPT is outside NABL scope. Note: Disturbed Samples (DS) were also collected from SPT depths and handed over to DMRC as per instructions

Project No. 217033-C Appendix-C37 : Plate 3 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd

Standard Penetration Test

IS : 2131-1981, RA-2007

Borehole Details

SPT Symbol Borehole Number Section

Field
BH-C37 Saket to Tughlakabad
Corrected

Field (N) & Corrected (N') SPT Value

0 20 40 60 80 100
0.0

4.0

8.0

12.0
Depth, m

16.0

20.0

24.0

28.0
109/26cm

32.0

Field & Corrected SPT Values vs. Depth

Project No. 217033-C Appendix-C37 : Plate 4 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd

Atterberg Test
IS : 2720 (Part-5)-1985, RA-2010

60

A-Line : 0.73(LL-20)
50

CH
CI

40
L I Q U I D L I M I T, WL
Plasticity Index, Ip (%)

30

CL

20
A Line BH-C37
MH or OH

10
MI or OI
CL-ML ML or
ML OL
0
0 10 20 30 40 50 60 70 80 90 100
Liquid Limit, (%)

Plasticity Chart
Project No. 217033-C Appendix-C37 : Plate 5 of 20
 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

Sandy silt with traces of gravel

BH-C37 3.00 2 32 60 6 0.059 0.011 0.004 14.8 0.51
(CL)

BH-C37 4.50 Sandy silt with gravel (CL) 5 41 51 3 0.113 0.025 0.006 18.8 0.92

Sandy silt with traces of gravel

BH-C37 6.00 3 24 71 2 0.054 0.019 0.006 9.0 1.11
(CL)

BH-C37 7.50 Sandy silt (CL) 0 32 63 5 0.053 0.011 0.003 17.7 0.76

Sandy silt with traces of gravel

BH-C37 9.00 2 35 57 6 0.066 0.012 0.004 16.5 0.55
(CL)
Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

Borehole No: C37 , Depth: 3 m

30
Borehole No: C37 , Depth: 4.5 m

20 Borehole No: C37 , Depth: 6 m

Borehole No: C37 , Depth: 7.5 m

10 Borehole No: C37 , Depth: 9 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C37 : Plate 6 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

Sandy silt with traces of gravel

BH-C37 10.50 3 37 53 7 0.077 0.012 0.004 19.3 0.47
(CL)

BH-C37 12.00 Sandy silt with gravel (CL) 6 40 52 2 0.240 0.026 0.007 34.3 0.40

Sandy silt with traces of gravel

BH-C37 13.50 4 31 60 5 0.061 0.011 0.004 15.3 0.50
(CL)

BH-C37 15.00 Sandy silt with gravel (CL) 5 27 61 7 0.054 0.011 0.003 18.0 0.75

Sandy silt with traces of gravel

BH-C37 16.50 4 34 57 5 0.069 0.012 0.004 17.3 0.52
(CL)
Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30 Borehole No: C37 , Depth: 10.5 m

Borehole No: C37 , Depth: 12 m

20
Borehole No: C37 , Depth: 13.5 m

Borehole No: C37 , Depth: 15 m

10
Borehole No: C37 , Depth: 16.5 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C37 : Plate 7 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

Sandy silt with traces of gravel

BH-C37 18.00 3 31 60 6 0.059 0.011 0.004 14.8 0.51
(CL)
Sandy silt with traces of gravel
BH-C37 19.50 2 29 62 7 0.050 0.011 0.003 16.7 0.81
(CL)
Sandy silt with traces of gravel
BH-C37 21.00 2 28 62 8 0.047 0.010 0.003 15.7 0.71
(CL)

BH-C37 22.50 Sandy silt with gravel (CL) 6 33 58 3 0.073 0.023 0.006 12.2 1.21

BH-C37 24.00 Sandy silt with gravel (CL) 7 34 53 6 0.097 0.013 0.004 24.3 0.44

Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

Borehole No: C37 , Depth: 18 m

30
Borehole No: C37 , Depth: 19.5 m

20 Borehole No: C37 , Depth: 21 m

Borehole No: C37 , Depth: 22.5 m

10 Borehole No: C37 , Depth: 24 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C37 : Plate 8 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd

Grain Size Analysis

IS : 2720 (Part 4) - 1985, RA-2010
Sample Details Test Results

Borehole Sample % % %
Sample Description % Silt D60 D30 D10 Cu Cc
Number Depth, m Gravel Sand Clay

BH-C37 25.50 Sandy silt with gravel (CL) 8 26 61 5 0.060 0.011 0.004 15.0 0.50

BH-C37 27.00 Sandy silt with gravel (CL) 10 25 61 4 0.060 0.011 0.004 15.0 0.50

BH-C37 28.50 Sandy silt with gravel (CL) 9 28 61 2 0.069 0.022 0.006 11.5 1.17

BH-C37 30.00 Sandy silt with gravel (CL) 13 33 54 0 0.193 0.042

Hydrometer Analysis Sieve Analysis

SAND
CLAY SILT GRAVEL
FINE MEDIUM COARSE
100

90

80

70
% Finer by Weight

60

50

40

30 Borehole No: C37 , Depth: 25.5 m

Borehole No: C37 , Depth: 27 m

20
Borehole No: C37 , Depth: 28.5 m

10
Borehole No: C37 , Depth: 30 m

0
0.001 0.010 0.100 1.000 10.000

Particle Size, mm

Grain Size Distribution Curve

Project No. 217033-C Appendix-C37 : Plate 9 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C37 Sample Depth: 5.25 m

Sample Details

Sample No.: UDS-2 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.53

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 29.8 degrees

2.5

2.0

y = 0.573x
R2 = 0.976

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C37 : Plate 10 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C37 Sample Depth: 11.25 m

Sample Details

Sample No.: UDS-4 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.55

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 30.6 degrees

2.5

2.0

y = 0.5918x
R2 = 0.9976

1.5
2
Shear Stress ff, kg/cm

1.0

0.5

0.0
0.0 0.5 1.0 1.5 2.0 2.5
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C37 : Plate 11 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C37 Sample Depth: 17.25 m

Sample Details

Sample No.: UDS-6 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.60

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 30.9 degrees

5.0

4.0

y = 0.5987x
3.0 R2 = 0.9932
2
Shear Stress ff, kg/cm

2.0

1.0

0.0
0.0 1.0 2.0 3.0 4.0 5.0
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C37 : Plate 12 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C37 Sample Depth: 23.25 m

Sample Details

Sample No.: UDS-8 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.65

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 31.9 degrees

5.0

4.0
y = 0.6236x
R2 = 0.9854

3.0
2
Shear Stress ff, kg/cm

2.0

1.0

0.0
0.0 1.0 2.0 3.0 4.0 5.0
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C37 : Plate 13 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd

Drained Direct Shear Test

IS : 2720 (Part-13)-1986, RA-2010

Borehole No.: BH-C37 Sample Depth: 29.25 m

Sample Details

Sample No.: UDS-10 Sample Description: Sandy silt

Dry Density of Soil (g/cm3): 1.71

Moisture Content (%): Saturated

Results

Cohesion Intercept, c : 0.00 kg/cm2

Test

Angle of Internal Friction,  : 33.1 degrees

5.0

4.0

y = 0.6525x
R2 = 0.9955

3.0
2
Shear Stress ff, kg/cm

2.0

1.0

0.0
0.0 1.0 2.0 3.0 4.0 5.0
Normal Stress ff, kg/cm 2

Mohr-Coulomb Failure Envelope

Project No. 217033-C Appendix-C37 : Plate 14 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C37 Initial moisture content : 11.2% Preconsolidation Pressure (PC) kg/cm : 0.70
Sample Details

Test Results
Sample Depth, m: 2.25 Final moisture content : 12.7% Overconsolidation Ratio (OCR): 1.6

Sample No. : UDS-1 Initial Void Ratio before test (eo): 0.76 Compression Index (Cc1) for p < pc: 0.022

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.57 Compression Index (Cc2) for p > pc: 0.178

1.20

Pressure Coefficient of Volume eo = Initial void ratio

1.10 Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.25 - 0.5 5.0E-02 level less than preconsolidation
1.00 0.5 - 1.0 1.6E-02 ........... pressure
1.0 - 2.0 9.3E-03 CC2 = Compression Index for stress level
2.0 - 4.0 4.4E-03 greater than preconsolidation
4.0 - 8.0 2.6E-03 pressure
0.90

0.80
eo = 0.76
Void Ratio, e

0.70

0.60 Lab Curve

0.50
Pc = 0.66 kg/sqcm
Po = 0.38 kg/sqcm

Loading Curve
0.40 Unloading Curve
Extrapolated Loading Curve
0.42 eo Unloading Points
0.30
Field Curve
Loading Points

0.20

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C37 : Plate 15 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C37 Initial moisture content : 15.6% Preconsolidation Pressure (PC) kg/cm : 2.10
Sample Details

Test Results
Sample Depth, m: 8.25 Final moisture content : 13.6% Overconsolidation Ratio (OCR): 1.9

Sample No. : UDS-3 Initial Void Ratio before test (eo): 0.76 Compression Index (Cc1) for p < pc: 0.020

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.57 Compression Index (Cc2) for p > pc: 0.189

1.20

Pressure Coefficient of Volume eo =

Initial void ratio
1.10 Increment compressibility Po =
Overburden Pressure
2 2/
(kg/cm ) mv,(cm kg) Pc =
Preconsolidation Pressure
CC1 =
Compression Index for stress
0.25 - 0.5 5.6E-02 level less than preconsolidation
1.00 0.5 - 1.0 9.4E-03 ........... pressure
1.0 - 2.0 9.8E-03 CC2 = Compression Index for stress level
2.0 - 4.0 4.6E-03 greater than preconsolidation
4.0 - 8.0 2.8E-03 pressure
0.90

0.80
eo = 0.76
Void Ratio, e

0.70

0.60 Lab Curve

0.50

Pc = 2.25 kg/sqcm
Po = 1.4 kg/sqcm

Loading Curve
0.40 Unloading Curve
Extrapolated Loading Curve
0.42 eo Unloading Points
0.30
Field Curve
Loading Points

0.20

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C37 : Plate 16 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C37 Initial moisture content : 12.4% Preconsolidation Pressure (PC) kg/cm : 4.70
Sample Details

Test Results
Sample Depth, m: 14.25 Final moisture content : 13.2% Overconsolidation Ratio (OCR): 2.0

Sample No. : UDS-5 Initial Void Ratio before test (eo): 0.64 Compression Index (Cc1) for p < pc: 0.019

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.45 Compression Index (Cc2) for p > pc: 0.212

1.10

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
1.00 (kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.25 - 0.5 7.1E-02 level less than preconsolidation
0.5 - 1.0 7.4E-03 ........... pressure
0.90 1.0 - 2.0 9.1E-03 CC2 = Compression Index for stress level
2.0 - 4.0 4.9E-03 greater than preconsolidation
4.0 - 8.0 2.4E-03 pressure
0.80

0.70
Void Ratio, e

eo = 0.64

0.60

0.50
Lab Curve

0.40 Loading Curve Pc = 4.71 kg/sqcm

Unloading Curve
Po = 2.57 kg/sqcm

Extrapolated Loading Curve

0.30 Unloading Points
0.42 eo Field Curve
Loading Points
0.20

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C37 : Plate 17 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C37 Initial moisture content : 13.5% Preconsolidation Pressure (PC) kg/cm : 7.60
Sample Details

Test Results
Sample Depth, m: 20.25 Final moisture content : 14.8% Overconsolidation Ratio (OCR): 2.2

Sample No. : UDS-7 Initial Void Ratio before test (eo): 0.63 Compression Index (Cc1) for p < pc: 0.016

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.43 Compression Index (Cc2) for p > pc: 0.234

1.10

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
1.00 2
(kg/cm )
2/
mv,(cm kg) Pc = Preconsolidation Pressure
CC1 = Compression Index for stress
0.25 - 0.5 5.4E-02 level less than preconsolidation
0.5 - 1.0 1.3E-02 ........... pressure
0.90 1.0 - 2.0 9.0E-03 CC2 = Compression Index for stress level
2.0 - 4.0 7.6E-03 greater than preconsolidation
4.0 - 8.0 3.1E-03 pressure

0.80

0.70
Void Ratio, e

eo = 0.63
0.60

0.50

Lab Curve

0.40 Loading Curve

Unloading Curve
Pc = 7.7 kg/sqcm
Po = 3.75 kg/sqcm

Extrapolated Loading Curve

0.30 Unloading Points
0.42 eo Field Curve
Loading Points
0.20

0.10
0.01 0.10 1.00 10.00 100.00
2
Pressure (kg/cm )

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C37 : Plate 18 of 20

 Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd

Consolidation Test Results

IS : 2720 (Part-15)-1986, RA-2007
(Field Curve from Casagrande's Method)
2
Borehole No. : C37 Initial moisture content : 12.3% Preconsolidation Pressure (PC) kg/cm : 8.90
Sample Details

Test Results
Sample Depth, m: 26.25 Final moisture content : 13.4% Overconsolidation Ratio (OCR): 2.3

Sample No. : UDS-9 Initial Void Ratio before test (eo): 0.55 Compression Index (Cc1) for p < pc: 0.020

Soil Classification : Sandy silt Final Void Ratio after test (ef) : 0.35 Compression Index (Cc2) for p > pc: 0.256

0.90

Pressure Coefficient of Volume eo = Initial void ratio

Increment compressibility Po = Overburden Pressure
(kg/cm2) mv,(cm2/kg) Pc = Preconsolidation Pressure
0.80
CC1 = Compression Index for stress
0.25 - 0.5 5.8E-02 level less than preconsolidation
0.5 - 1.0 1.4E-02 ........... pressure
1.0 - 2.0 8.5E-03 CC2 = Compression Index for stress level
0.70 2.0 - 4.0 6.9E-03 greater than preconsolidation
4.0 - 8.0 3.7E-03 pressure

0.60

eo = 0.55

0.50
Void Ratio, e

0.40 Field Curve

Lab Curve
Po = 5.04 kg/sqcm

0.30
Loading Curve
Unloading Curve
Pc = 8.85 kg/sqcm

0.42 eo
Extrapolated Loading Curve
0.20
Unloading Points
Field Curve
Loading Points
0.10

0.00
0.01 0.10 1.00 10.00 100.00

Pressure (kg/cm2)

Void Ratio vs. Applied Pressure

Project No. 217033-C Appendix-C37 : Plate 19 of 20

Preliminary Geotechnical Investigation for Phase-IV of Delhi MRTS Project
M/s. Delhi Metro Rail Corporation Ltd

Soil-Water Extract Test Results

Sulphate Content Chloride Content

Borehole No. Depth, (m) pH Value
(SO3), % (Cl), %

BH-C37 11.3 0.02 0.01 7.6

Chemical Test Results

Consolidation Test Results

Preconsolidation Compression Index

Overconsolidation
Borehole No. Depth, (m) Pressure (PC)
Ratio (OCR) (Cc1) (Cc2)
kg/cm2:

2.25 0.70 1.60 0.022 0.178

8.25 2.10 1.90 0.020 0.189

BH-C37 14.25 4.70 2.00 0.019 0.212

20.25 7.60 2.20 0.018 0.234

26.25 8.90 2.30 0.020 0.256

Consolidation Test Results

Project No. 217033-C Appendix-C37 : Plate 20 of 20