Annexure -1 License from D.T.C.P,...

Annexure -1

License from D.T.C.P, Haryana

Annexure -II

APPROVED ZONING PLAN

Annexure -III

GEOTECHNICAL INVESTIGATION REPORT

GEOTECHNICAL INVESTIGATION REPORT

FOR

PROPOSED “AFFORDABLE GROUP HOUSING PROJECT”

AT SECTOR – 111, GURGAON,

HARYANA

SUBMITTED TO

M/S LOTUS REALTECH PRIVATE LIMITED

PROJECT NO- 1479

October- 2014

BY

SAI GEOTECHNICAL ENGINEERS PVT. LTD. (AN ISO 9001-2008 CERTIFED COMPANY)

22, INDRAPRASTH APPTT, 826 SHALIMAR GARDEN EXT-1 SAHIBABAD, GHAZIABAD- 201005 (UP)

PHONE: 0120-2649279, 9811522331 e-mail address: [email protected]

website : www.saigeotechnical.com

REPORT ON GEOTECHNICAL INVESTIGATION

FOR PROPOSED “AFFORDABLE GROUP HOUSING PROJECT”

AT SECTOR – 111, GURGAON, HARYANA

1

REPORT ON

GEOTECHNICAL INVESTIGATION

FOR PROPOSED

“AFFORDABLE GROUP HOUSING PROJECT”

AT

SECTOR – 111, GURGAON,

HARYANA

CONTENTS

SL. No. CHAPTER PAGE NO.

1.0 Introduction 2

2.0 Details of site 2

3.0 Scope of work 2-3

4.0 Field Investigations 4-5

5.0 Laboratory Investigations 5

6.0 Finding of Geotechnical Investigation 5-8

7.0 Type & Depth of foundations 9-12

8.0 Recommendations 12-13

9.0 Closure 14

Chemical Test Results Soil & Water 15-16

Soil Profile & SPT Curves 17-34

Sample Calculations 35-39

Bore Hole Location plan 40




2

REPORT ON

GEOTECHNICAL INVESTIGATION

FOR PROPOSED

“AFFORDABLE GROUP HOUSING PROJECT”

AT

SECTOR – 111, GURGAON,

HARYANA

1.0 INTRODUCTION:

1.1 This report presented herein deals with the field and laboratory investigations carried out by us to access the nature of sub-strata and to evaluate the soil parameters required for design of foundations proposed to be constructed for “Proposed Affordable Group Housing Project” at Sector – 111, Gurgaon, Haryana.

1.2 Client’s help is gratefully acknowledged in providing borehole locations, close supervision and checking during boring, sampling, various testing operations and cooperation and guidance during preparation of report.

1.3 The work of Geotechnical Investigation was awarded to M/s Sai Geotechnical Engineers Pvt. Ltd., 22, Indraprastha Apartment, 826, Shalimar Garden Ext-1, Sahibabad, Ghaziabad (U.P.) by M/s Lotus Realtech Private Limited.

1.4 This report is based upon the results of field and laboratory tests conducted on selected soil samples collected from six bore holes (BH-1 to BH- 6).

2.0 DETAILS OF SITE : 2.1 The details of the site & test location for the proposed project are shown in the figure. The

proposed Project site is located at Sector – 111, Gurgaon, Haryana.

3.0 SCOPE OF WORK: The scope of work provided to us for this project was limited to the following:-

3.1 Mobilizing necessary plant, equipments and personnel to the project site, setting up the equipment, shifting of the equipment from one test location to another location, carrying out the field investigations on land and demobilization on completion of work.




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3.2 Making 150 mm nominal diameter bore holes at various locations in all types of soil using suitable approved method of boring at the specified locations to be given at site by the Engineer-in-Charge up to desired depths or refusal whichever occurs earlier. Refusal shall mean when SPT field ‘N’ value reaches 100 for 30 cm or less penetration of SPT sampler.

3.3 Conducting standard penetration tests in the bore holes at 1.50 m interval in depth & at every change of strata, whichever is earlier as per specifications / instructions of Engineer-in-Charge.

3.4 Collecting undisturbed soil samples from bore holes at 3.00 m interval in depth or at every change of strata, whichever is earlier as per specifications.

3.5 Collecting disturbed soil samples from bore holes at regular interval and at every identifiable change of strata to supplement the boring records.

3.6 Recording the depth of ground water table in all the bore holes if observed up to the depth of exploration during boring work as per specifications & withdrawing the casing pipe.

3.7 Chemical test on soil & water samples to determine pH value, Chloride & Sulphate content (2 Soil + 2 Water) samples.

3.8 Conducting the following laboratory tests on selected disturbed / undisturbed soil samples collected from various bore holes / test locations :-

(a) Sieve analysis

(b) Hydrometer analysis

(c) Liquid limit & Plastic limits

(d) Specific gravity

(e) Bulk & Dry density

(f) Natural Moisture content

(g) Direct shear test

(h) Tri-axial Shear test

(i) Consolidation test

3.9 Preparation and submission of report in three copies.




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4.0 FIELD INVESTIGATIONS:

4.1 Necessary plant, equipment and personnel for conducting the requisite field work were mobilized to the site. These were shifted from one test location to another location during execution of the field work and demobilized on satisfactory completion of the entire field work.

4.2 Six bore holes (BH-01 to BH- 06) carried out were first marked on the ground surface as per the layout given to us by the Engineer-in-Charge.

4.3 All bore holes were bored at as per IS: 1892-1979. Casing as required was used to retain the bore holes.

4.4 Standard penetration tests were conducted in the above bore hole at every 1.50 m interval & at change of strata as per specifications / instructions of Engineer-in-Charge. The bore was cleaned up to the desired depths. Standard split spoon sampler attached to lower end of ‘A’ drill rods was driven in the bore holes by means of standard hammer of 63.5 Kg. falling freely from a height of 75 cm. The sampler was driven 45 cm as per specifications & the numbers of blows required for each 15 cm penetration were recorded. The numbers of blows for the first 15 cm penetration were not taken into account. This was considered as seating drive. The numbers of blows for next 30 cm penetration were designated as SPT ‘N’ value. Wherever the total penetration was less than 45 cm, the number of blows & the depth penetrated is incorporated in respective bore logs. Disturbed soil samples obtained from standard split spoon sampler for all the above standard penetration tests were collected in polythene bags of suitable size. These samples were properly sealed, labelled, recorded and carefully transported to the laboratory for testing.

4.5 Undisturbed soil samples were collected from the bore hole at every 3.00 m interval in depth & at change of strata as per sampling specifications, in thin walled sampling tubes of 100 mm dia and 450 mm length fitted to an adopter with ball and socket arrangement. These sampling tubes after retrieval from the bore holes were properly waxed and sealed at both ends. These were carefully labeled and transported to the laboratory for testing. Undisturbed soil samples wherever slipped during lifting, were duly marked in the field bore logs as well as in the soil profile.

4.6 Disturbed soil samples were also collected from the bore hole at suitable depths/intervals to supplement the boring records. These samples were collected in polythene bags of suitable size. These samples were properly sealed, labeled, recorded & carefully transported to the laboratory for testing.

4.7 The depth of ground water table was checked / measured in the bore hole. The ground water table was encountered at a depth of 20.70m to 21.60m in the bore hole during the boring activity.




5

4.8 Summary of bore holes:

Borehole No Depth of overburden Soil (m) Water table(m)

BH – 1 22.50 20.90

BH – 2 30.45 21.60

BH – 3 30.45 20.70

BH – 4 30.45 21.50

BH – 5 30.45 20.80

BH – 6 30.45 21.55

5.0 LABORATORY INVESTIGATIONS:

5.1 The following laboratory tests were conducted on selected soil samples recovered from various bore hole / test locations: -

(a) Sieve analysis

(b) Hydrometer analysis

(c) Liquid Limit & Plastic Limits

(d) Specific gravity

(e) Bulk & Dry density

(f) Natural moisture content

(g) Direct shear test

(h) Tri-axial test

(i) Consolidation Test

5.2.1 Chemical test on soil & water samples to determine pH value, Chloride & Sulphate content (2 Soil + 2 Water) samples.

All the above laboratory tests were carried out as per relevant Indian Standards. All the soil samples were identified and classified as per IS: 1498-1970.




6

6.0 FINDING OF GEOTECHNICAL INVESTIGATION:

6.1 At the location of borehole BH-1

The sub-soil strata: -

From existing ground to 1.50m depth consists of Light brown Sandy Silt of low plasticity (ML-CL).

From 1.50m to 4.50m depth consists of Light brown Silty Sand (SM), SPT field ‘N’ values ranges from 11 to 18 showing medium dense compactness of the strata.

From 4.50m to 7.50m depth consists of Light brown Sandy Silt (ML), SPT field ‘N’ values ranges from 21 to 26 showing medium dense compactness of the strata.

From 7.50m to 16.50m depth consists of Light brown Sandy Silt of low plasticity (ML-CL), SPT field ‘N’ values ranges from 31 to 48 showing hard consistency of the strata.

From 16.50m to 19.50m depth consists of Light brown Silty Sand (SM), SPT field ‘N’ values ranges from 53 to 63 showing very dense compactness of the strata.


From 22.50m to 22.65m depth consists of Light brown Gravelly silt (GM) having SPT field ‘N’ value more than 100 showing very dense compactness of the strata.

The depth wise observed & corrected SPT values of subsoil strata are given in Soil Profile of respective bore holes.





From 4.50m to 7.50m depth consists of Light brown Sandy Silt of low plasticity (ML-CL), SPT field ‘N’ values ranges from 24 to 33 showing very stiff to hard consistency of the strata.

From 7.50m to 10.50m depth consists of Light brown Sandy Silt (ML), SPT field ‘N’ values ranges from 37 to 43 showing dense compactness of the strata.





7







From 1.50m to 9.00m depth consists of Light brown Silty Sand (SM), SPT field ‘N’ values ranges from 13 to 32 showing medium dense to dense compactness of the strata.


From 13.50m to 18.00m depth consists of Light brown Sandy Silt (ML), SPT field ‘N’ values ranges from 60 to 64 showing very dense compactness of the strata.












8







From existing ground surface to up to 3.00m depth consists of Light gray Silty Sand (SM) having SPT field ‘N’ values 14 showing medium dense compactness of the strata.


From 19.50m to 22.50m depth consists of Light brown Silty fine Sand (SM), SPT field ‘N’ values ranges from 63 to 67 showing very dense compactness of the strata.





From existing ground surface to up to 4.50m depth consists of Light Gray Silty Sand (SM), SPT field ‘N’ values ranges from 12 to 17 showing medium dense compactness of the strata.


From 17.50m to 21.00m depth consists of Light brown Silty fine Sand (SM), SPT field ‘N’ values ranges from 61 to 65 showing very dense compactness of the strata.

From 21.00m to 25.50m depth consists of Light brown Sandy Silt (ML), SPT field ‘N’ values ranges from 63 to 69 showing very dense compactness of the strata.




9



7.0 TYPE AND DEPTH OF FOUNDATIONS:

Based upon the results of field investigations, laboratory test results, & further discussions held with the client, the following type of foundations have been analyzed herein below : -

OPEN SHALLOW FOUNDATIONS:

The allowable bearing capacity of sub-soil strata for Open foundation has been

computed from shear and settlement failure considerations.

Allowable Bearing Capacity The net intensity of loading which the foundation will carry without undergoing settlement in excess of the permissible value for the structure under consideration but not exceeding net safe bearing capacity.

Net Safe Bearing Capacity from Shear consideration

For Clayey Soil ( = 0) The values are computed from unconfined compressive strength UCS, using the following equation; qd = C Nc Sc dc - Refer IS:6403, Clause 5.3 where qd = Net Ultimate bearing capacity A factor of safety of 2.5 is used. Considering = 0, Nc = 5.14 Thus the equation is simplified as q (Net safe) = 1 / 2.5 x C x 5.14 Sc dc

= 2.056 C Sc dc For C - Soils

Refer IS:6403 – 1981, Clause 5.1




10

General Shear Failure qd = C Nc Sc dc + D ( Nq – 1) Sq dq + 0.5 B N S d W ’ Local Shear Failure qd’ = 2/3C N’c Sc dc + D ( N’q – 1) Sq dq + 0.5 B N’ S d W ’

where

qd and qd’ are net ultimate bearing capacity for general and local shear failure Net safe bearing capacity = 1 / 2.5 x Net ultimate bearing capacity Bearing capacity factor shall be determined for for general shear failure and ’ = tan –1(0.67 tan) for local shear failure. Shape and depth factors shall be determined as per IS: 6403-1981.

For cohesion less soil with eo value less than 0.55, values are computed for General shear failure, for eo values between 0. 55 to 0.75 the values are computed by linear interpolation between local and general shear failure, and for eo value greater than 0.75 the values are computed for local shear failure. For footing resting on multilayer deposit, Bowls recommends that the ultimate bearing capacity of footing be determined using average values of cohesion, Cav and angle of shearing resistance, av. The average values are computed over a depth H below the base of footing, Where H = 0.5 B tan (45 + /2) Safe Bearing pressure from settlement Consideration. For normal consolidated clay Sf = Sc + Si Sc = Soed Si = pB(1-2) I /E; will be negligible = poission’s ratio, Soed = (hI Cc /(1 + e0) ) log 10 ((p’ + p0’) / p0’)) (Reference: clause 9.2.2.2 IS 8009 (Part I)) where; hI = thickness of soil layer (m) Cc = Compression index e0 = Initial void ratio




11

p0’ = effective overburden pressure (t/sq.m) p’ = net increase in pressure at centre of cohesive soil layer For precompressed clays S1 = Sc ( for fully saturated clays) Sc = Soed; is taken from table – 1, IS: 8009 (Part – 1), 0.7 Soed = mv hI p (Reference: clause 9.2.2.3 IS 8009 (Part I))

where; hI = thickness of soil layer (m) mv = Coefficient of volume compression p = net increase in pressure at center of cohesive soil layer If clays are lightly over consolidated, then the above method may be adopted but if the clay is heavily over consolidated, it may not be necessary to compute the settlement. If the soil deposits consist of several regular soil layers in the influence zone, the settlement of each layer below the foundation shall be computed and summed to obtain the total settlement. The settlement contribution by non cohesive / partially cohesive soil layer shall be estimated by the methods in clause 9.1, IS: 8009 (Part I); De Beer Marten method shall be used. De Beer and Martens’ Procedure S2 = (2.303 / Ci) log 10 ((p + p0’) / p0’))hi hI = thickness of soil layer (m) Ci = a constant of compressibility = 3/2 (Ckd / p0’) Ckd = average static cone resistance p0’ = effective overburden pressure (t/sq.m) p = net increase in pressure at centre of non cohesive/ partially cohesive soil layer Total settlement = S1 + S2

For purly noncohesive soils

Settlement shall be determined for unit pressure for a specified width of footing based on Corrected SPT values between the level of base of footing and the depth equal to




12

1.5 to 2.0 times the width of footing. Corrections shall be applied as applicable. Refer; IS: 8009 (Part-1). Recommended Foundations: Considering the nature of soil, type of proposed structures, depth of ground water table, following type of foundations can be recommended;

a) Open Foundation :

Type of foundation (s) Depth of Foundation,(m) Size of Footing(m)

Strip Footing 1.50 1.00

1.50

Raft Footing 1.50 - 2.00

10.0 x 16.0

12.0 x 18.0

14.0 x 20.0

8.0 RECOMMENDATIONS

Depending on the field and laboratory observations of subsoil strata, test results and the type of structures proposed at site, the types of foundations, depths and net safe bearing capacities recommended for design purposes are given in the following table. The net SBC/API in the following table are the lower of the values obtained from shear failure criterion as per IS: 6403 and settlement failure criterion as per IS: 8009, Part-I. Type of Foundation: Strip Footing For Permissible settlement = 40.0 mm

Depth of Foundation (m)

Size of Foundation

(m)

Net Safe Bearing Capacity (t/m2)

Shear Settlement Recommended

1.00 1.00 9.90 15.80 9.00

1.50 10.90 13.40 10.00




13

For Stilt + 10 Floors

Type of Foundation: Raft Footing For Permissible settlement = 75.0 mm

Depth of Foundation (m)

Size of Foundation

(m)

Net Safe Bearing Capacity (t/m2)

Shear Settlement Recommended

1.50

10.0 x 16.0 28.00 17.30 15.00

12.0 x 18.0 24.50 14.90 13.00

14.0 x 20.0 26.60 13.50 12.00

2.00

10.0 x 16.0 27.50 16.50 15.00

12.0 x 18.0 25.10 14.50 13.00

14.0 x 20.0 27.60 13.10 12.00

Water table was observed during boring activity at site, for Design purpose the

depth of water table is considered at 10.0m from NGL. Chemical tests of soil samples are within the permissible limits as per codal

provisions. In our study, chloride is present more than the permissible limit in ground

water. Water table is deeper than the foundation depth hence it has no effect on Foundation’s reinforcement. But for extra precaution, it is desirable to increase the cover thickness to reinforcement to prevent the steel from corrosion due to excess of Chloride content. The minimum cement content should not less than 330 kg/m3 with 0.5 maximum water – cement ratio in concrete.

The ground water should not be used in construction purpose. Coefficient of Subgrade modulus, K = 2.00 kg/cm2/cm.




14

9.0 CLOSURE

We appreciate the opportunity given to us to submit this report. This presented report is based on observations and tests on samples collected from the boreholes as decided by the client. In case any difference is noticed in the field subsoil strata and reported subsoil strata during excavation please contact us before proceeding with further construction.

For SAI GEOTECHNICAL ENGINEERS PVT LTD.

ASHOK CHAUDHARY GEOTECHNICAL CONSULTANT

REPORT ON GEOTECHNICAL INVESTIGATION FOR

PROPOSED "AFFORDABLE GROUP HOUSING PROJECT" AT SECTOR – 111, GURGAON

HARYANA

15

CHEMICAL ANALYSIS ON SOIL SAMPLES

Sl. No. Bore Hole Sample Depth pH Chloride

(as Cl) in % Sulphate

(as SO3) in % Sulphate

(as SO4) in %

1 BH-1 SPT - 6 9.00 8.50 0.008 0.003 0.002

2 BH-3 SPT - 5 7.50 8.40 0.012 0.004 0.003

Permissible Limit as per IS: 456-2000 > 6 0.25 0.20 0.20

The results of chemical tests are within the permissible limit as per Indian Standard Code and are safe for construction purposes.

REPORT ON GEOTECHNICAL INVESTIGATION FOR

PROPOSED "AFFORDABLE GROUP HOUSING PROJECT" AT SECTOR – 111, GURGAON

HARYANA

16

CHEMICAL ANALYSYS ON WATER SAMPLES

Sl. No. Bore Hole Water Table Depth pH Chloride

(as Cl) in ppm Sulphate

(as SO4) in ppm

1 BH - 2 21.60 7.60 958.2 172.0

2 BH - 4 21.50 7.50 1036.8 160.0

Permissible Limit as per IS: 456-2000 > 6 500 400

The result of chemical tests is not within the permissible limit as per Indian Standard Code. Hence should not use for construction purposes without treatment.

1 17Project : Soil Investigation work forProposed Affordable Group Housing Project at Sector – 111, Gurgaon (HR) : 26/09/2014REDUCED LEVEL OF B/HOLE : m : 27/09/2014

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( ML-CL)0.0 32.0 63.0 5.0 25 19 2.65

1.0 SPT 1.50 1 1.50 - 1.95 11 15

2.0 UDS 2.50 1 2.50 - 2.95 0.0 52.0 45.0 3.0 N P 1.67 1.54 8.40 2.63 DST+ 0.00 30

3.0 SPT 3.00 2 3.00 - 3.45 18 22

95.00 5.0 SPT 4.50 3 4.50 - 4.95 21 23

5.0 UDS 5.50 2 5.50 - 5.95 0.0 43.0 54.0 3.0 N P 1.77 1.62 9.30 2.64 DST+ 0.00 31

6.0 SPT 6.00 4 6.00 - 6.45 26 25

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8.0 SPT 7.50 5 7.50 - 7.95 31 28

9.0 UDS 8.50 3 8.50 - 8.95 0.0 35.0 59.0 6.0 25 19 1.80 1.64 9.80 2.66 UUT 8.80 12

90.00 10.0 SPT 9.00 6 9.00 - 9.45 37 31

11.0 SPT 10.50 7 10.50 - 10.95 39 31

12.0 UDS 11.50 4 11.50 - 11.95 0.0 32.0 63.0 5.0 1.83 1.66 10.50 2.66 0.100 0.602

13.0 SPT 12.00 8 12.00 - 12.45 47 35

14.0 SPT 13.50 9 13.50 - 13.95 44 31

85.00 15.0 UDS 14.50 5 14.50 - 14.95 4.0 31.0 60.0 5.0 24 19 1.92 1.69 13.50 UUT 1.40 12

16.0 SPT 15.00 10 15.00 - 15.45 48 32

17.0 SPT 16.50 11 16.50 - 16.95 53 33 0.0 56.0 41.0 3.0

18.0 UDS 17.50 6 17.50 - 17.95 N P 1.93 1.70 13.70 2.63 DST+ 0.00 35

19.0 SPT 18.00 12 18.00 - 18.45 63 38

80.00 20.0 SPT 19.50 13 19.50 - 19.95 59 34 (ML-CL)

NOTE : 1. CLASSIFICATION OF SOIL AS PER IS : 1498

2. ABBREVATION USED : DS = DISTURBED SAMPLE UDS = UNDISTURBED SAMPLE UU = UNCONSOLIDATED UNDRAINED DST = DIRECT SHEAR TEST

BORE LOG CHART AND DATA SHEET

20

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m

15

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Light Brown Silty Fine Sand ( SM)

Light Brown Sandy Silt of Low Plasticity

( ML-CL )

BOREHOLE NO. : 1 18Project : Soil Investigation work forProposed Affordable Group Housing Project at Sector – 111, Gurgaon (HR) : 26/09/2014REDUCED LEVEL OF B/HOLE : m : 27/09/2014

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21.0 SPT 21.00 14 21.00 - 21.45 71 40

22.0 SPT 22.50 15 22.50 - 22.65 100 100Light Brown Gravelly Silt

( GM)57.0 32.0 11.0 0.0 N P


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1

SAI GEOTECHNICAL ENGINEERS PVT. LTD

SHEET NO :

STANDARD PENETRATION TEST CURVES

Project : Soil Investigation work forProposed Affordable Group Housing Project at Sector – 111, Gurgaon (HR)

BOREHOLE NO. :

0

5

10

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25

0 10 20 30 40 50 60 70 80 90 100

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OBSERVED

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LU

E (

Co

rre

cte

d )

GR

AV

EL

(%

)

SA

ND

(

%)

SIL

T

(%

)

CLA

Y

(%

)

Co

he

sio

n,

C,

(K

g/s

qcm

.)

An

gle

of

fric

tion

(D

eg

ree

s)

CO

MP

RE

SS

ION

IN

DE

X

Cc

VO

ID R

AT

IO

e

0


( ML-CL)0.0 33.0 62.0 5.0 26 20 2.66

1.0 SPT 1.50 1 1.50 - 1.95 14 19

2.0 UDS 2.50 1 2.50 - 2.95 0.0 66.0 34.0 0.0 N P 1.69 1.55 8.90 2.63 DST+ 0.00 31

3.0 SPT 3.00 2 3.00 - 3.45 18 22

95.00 5.0 SPT 4.50 3 4.50 - 4.95 24 26

5.0 UDS 5.50 2 5.50 - 5.95 6.0 16.0 73.0 5.0 N P 1.77 1.63 8.50 2.63

6.0 SPT 6.00 4 6.00 - 6.45 33 32

BOREHOLE NO. :

FIELD TEST RESULTS

SA

MP

LE

RE

FE

RE

NC

E N

O.

LE

VE

L O

F W

AT

ER

TA

BL

E /

L

.W.L

DE

PT

H I

N M

ET

ER

S

DIA

. O

F C

AS

ING

US

ED

( M

M)

SPT TEST RESULTS

SY

MB

OL

IC

RE

PR

ES

EN

TA

TIO

N

DE

SC

RIP

TIO

N O

F S

OIL

W

ITH

I.S

. C

LA

SS

IFIC

AT

ION

100.00

SHEET NO :


PARAMETERS

MO

IST

UR

E C

ON

TE

NT

(

%) SHEAR STRENGTH

CHARACTERISTICS

SP

EC

IFIC

GR

AV

ITY

BU

LK

DE

NS

ITY

(

t /

cum

.)

PL

AS

TIC

LIM

IT

(%)

DR

Y D

EN

SIT

Y (

t/cu

m)

LIQ

UID

LIM

IT

(%)

TY

PE

OF

TE

ST

CO

ND

UC

TE

D

IN T

HE

LA

BO

RA

TO

RY


EL

EV

AT

ION

IN

ME

TE

RS

DE

PT

H I

N M

ET

ER

S B

EL

OW

R

EF

ER

EN

CE

NA

TU

RE

OF

SA

MP

LIN

G

DE

PT

H O

F S

AM

PL

E B

EL

OW

R

EF

ER

EN

CE

LE

VE

L

GRAIN SIZE ANALYSIS


( ML-CL )


8.0 SPT 7.50 5 7.50 - 7.95 37 33

9.0 UDS 8.50 3 8.50 - 8.95 0.0 40.0 57.0 3.0 N P 1.84 1.66 10.70 2.64 DST+ 0.00 32

90.00 10.0 SPT 9.00 6 9.00 - 9.45 43 36

11.0 SPT 10.50 7 10.50 - 10.95 49 39

12.0 UDS 11.50 4 11.50 - 11.95 0.0 36.0 59.0 5.0 24 18 1.89 1.70 11.30 2.67 0.090 0.571

13.0 SPT 12.00 8 12.00 - 12.45 51 38

14.0 SPT 13.50 9 13.50 - 13.95 58 41

85.00 15.0 UDS 14.50 5 14.50 - 14.95 0.0 33.0 62.0 5.0 1.94 1.72 12.60 2.66 UUT 1.35 12

16.0 SPT 15.00 10 15.00 - 15.45 64 42

17.0 SPT 16.50 11 16.50 - 16.95 67 42 0.0 56.0 41.0 3.0

18.0 UDS 17.50 6 17.50 - 17.95 N P 1.93 1.70 13.70 2.63 DST+ 0.00 35

19.0 SPT 18.00 12 18.00 - 18.45 70 42

80.00 20.0 SPT 19.50 13 19.50 - 19.95 75 43




21

.60

m

15

0




( ML-CL )


N,

VA

LU

E (

Re

cord

ed

)

N,

VA

LU

E (

Co

rre

cte

d )

GR

AV

EL

(%

)

SA

ND

(

%)

SIL

T

(%

)

CL

AY

(%)

LIQ

UID

LIM

IT

(%)

PL

AS

TIC

LIM

IT

(%)

Co

he

sio

n,

C,

(K

g/s

qcm

.)

An

gle

of

fric

tion

(D

eg

ree

s)

CO

MP

RE

SS

ION

IN

DE

X

C

c

VO

ID R

AT

IO

e

0

80.00 20.0 UDS 20.50 7 20.50 - 20.95Light Brown Silty Fine

Sand ( SM)0.0 62.0 38.0 0.0 N P 2.02 1.72 17.50 2.63

21.0 SPT 21.00 14 21.00 - 21.45 63 35

22.0 SPT 22.50 15 22.50 - 22.95 67 25

23.0 UDS 23.50 8 23.50 - 23.95 4.0 33.0 58.0 5.0 24 19 2.07 1.75 18.30 2.66

24.0 SPT 24.00 16 24.00 - 24.45 73 26

75.00 25.0 SPT 25.50 17 25.50 - 25.95 77 27

26 0 UDS 26 50 9 26 50 26 95 3 0 35 0 57 0 5 0 2 09 1 77 17 90 2 66 UUT 1 68 13

21

.60

m

DE

SC

RIP

TIO

N O

F S

OIL

WIT

H I

.S.

CL

AS

SIF

ICA

TIO

N

LE

VE

L O

F W

AT

ER

TA

BL

E /

L.W

.L

SY

MB

OL

IC R

EP

RE

SE

NT

AT

ION


( ML CL )

SPT TEST RESULTS

EL

EV

AT

ION

IN

ME

TE

RS

DE

PT

H O

F S

AM

PL

E B

EL

OW

R

EF

ER

EN

CE

LE

VE

L

SA

MP

LE

RE

FE

RE

NC

E N

O.

DE

PT

H I

N M

ET

ER

S B

EL

OW

R

EF

ER

EN

CE

NA

TU

RE

OF

SA

MP

LIN

G

FIELD TEST RESULTS


CONSOLIDATION TEST PARAMETERS

DR

Y D

EN

SIT

Y (

t/cu

m)

TY

PE

OF

TE

ST

CO

ND

UC

TE

D I

N

TH

E L

AB

OR

AT

OR

Y

MO

IST

UR

E C

ON

TE

NT

(

%)

BU

LK

DE

NS

ITY

(

t /

cum

.)

DE

PT

H I

N M

ET

ER

S

DIA

. O

F C

AS

ING

US

ED

(

MM

)1

50


SP

EC

IFIC

GR

AV

ITY

GRAIN SIZE ANALYSIS

26.0 UDS 26.50 9 26.50 26.95 3.0 35.0 57.0 5.0 2.09 1.77 17.90 2.66 UUT 1.68 13

27.0 SPT 27.00 18 27.00 - 27.45 75 26

28.0 SPT 28.50 19 28.50 - 28.95 81 27

29.0 UDS 29.50 10 29.50 - 29.95 0.0 38.0 57.0 5.0 24 18 2.10 1.79 17.50

70.00 30.0 SPT 30.00 20 30.00 - 30.45 86 28




( ML-CL )

22

2


SHEET NO :



BOREHOLE NO. :

0

5

10

15

20

25

30

35

0 10 20 30 40 50 60 70 80 90 100

DE

PT

H IN

M

N - VALUE

OBSERVED

CORRECTED


N,

VA

LU

E (

Re

cord

ed

)

N,

VA

LU

E (

Co

rre

cte

d )

GR

AV

EL

(%

)

SA

ND

(

%)

SIL

T

(%

)

CLA

Y

(%

)

Co

he

sio

n,

C,

(K

g/s

qcm

.)

An

gle

of

fric

tion

(D

eg

ree

s)

CO

MP

RE

SS

ION

IN

DE

X

Cc

VO

ID R

AT

IO

e

0


( ML-CL)0.0 38.0 57.0 5.0 25 18 2.65

1.0 SPT 1.50 1 1.50 - 1.95 13 18

2.0 UDS 2.50 1 2.50 - 2.95 0.0 62.0 38.0 0.0 N P 1.71 1.56 9.80 2.63 DST+ 0.00 31

3.0 SPT 3.00 2 3.00 - 3.45 20 24

95.00 5.0 SPT 4.50 3 4.50 - 4.95 25 27

5.0 UDS 5.50 2 5.50 - 5.95 0.0 68.0 32.0 0.0 N P 1.81 1.63 11.20 2.63

6.0 SPT 6.00 4 6.00 - 6.45 29 28

BOREHOLE NO. :

FIELD TEST RESULTS

SA

MP

LE

RE

FE

RE

NC

E N

O.

LE

VE

L O

F W

AT

ER

TA

BL

E /

L

.W.L

DE

PT

H I

N M

ET

ER

S

DIA

. O

F C

AS

ING

US

ED

( M

M)

SPT TEST RESULTS

SY

MB

OL

IC

RE

PR

ES

EN

TA

TIO

N

DE

SC

RIP

TIO

N O

F S

OIL

W

ITH

I.S

. C

LA

SS

IFIC

AT

ION

100.00

SHEET NO :


PARAMETERS

MO

IST

UR

E C

ON

TE

NT

(

%) SHEAR STRENGTH

CHARACTERISTICS

SP

EC

IFIC

GR

AV

ITY

BU

LK

DE

NS

ITY

(

t /

cum

.)

PL

AS

TIC

LIM

IT

(%)

DR

Y D

EN

SIT

Y (

t/cu

m)

LIQ

UID

LIM

IT

(%)

TY

PE

OF

TE

ST

CO

ND

UC

TE

D

IN T

HE

LA

BO

RA

TO

RY


EL

EV

AT

ION

IN

ME

TE

RS

DE

PT

H I

N M

ET

ER

S B

EL

OW

R

EF

ER

EN

CE

NA

TU

RE

OF

SA

MP

LIN

G

DE

PT

H O

F S

AM

PL

E B

EL

OW

R

EF

ER

EN

CE

LE

VE

L

GRAIN SIZE ANALYSIS


8.0 SPT 7.50 5 7.50 - 7.95 32 29

9.0 UDS 8.50 3 8.50 - 8.95 0.0 66.0 34.0 0.0 N P 1.84 1.65 11.50 2.64 DST+ 0.00 33

90.00 10.0 SPT 9.00 6 9.00 - 9.45 46 38

11.0 SPT 10.50 7 10.50 - 10.95 52 41

12.0 UDS 11.50 4 11.50 - 11.95 0.0 25.0 69.0 6.0 26 20 1.93 1.70 13.30 2.67 UUT 1.27 12 0.090 0.571

13.0 SPT 12.00 8 12.00 - 12.45 54 40

14.0 SPT 13.50 9 13.50 - 13.95 62 43

85.00 15.0 UDS 14.50 5 14.50 - 14.95 0.0 41.0 56.0 3.0 N P 1.93 1.70 13.50 2.65 DST+ 0.00 34

16.0 SPT 15.00 10 15.00 - 15.45 64 42

17.0 SPT 16.50 11 16.50 - 16.95 60 37

18.0 UDS 17.50 6 17.50 - 17.95 0.0 43.0 54.0 3.0 N P 1.96 1.72 14.20 2.64

19.0 SPT 18.00 12 18.00 - 18.45 65 39

80.00 20.0 SPT 19.50 13 19.50 - 19.95 68 38 0.0 68.0 32.0 0.0




20

.70

m

15

0


( ML-CL )




N,

VA

LU

E (

Re

cord

ed

)

N,

VA

LU

E (

Co

rre

cte

d )

GR

AV

EL

(%

)

SA

ND

(

%)

SIL

T

(%

)

CL

AY

(%)

LIQ

UID

LIM

IT

(%)

PL

AS

TIC

LIM

IT

(%)

Co

he

sio

n,

C,

(K

g/s

qcm

.)

An

gle

of

fric

tion

(D

eg

ree

s)

CO

MP

RE

SS

ION

IN

DE

X

C

c

VO

ID R

AT

IO

e

0

80.00 20.0 UDS 20.50 7 20.50 - 20.95 0.0 72.0 28.0 0.0 N P 2.02 1.72 17.50 2.63

21.0 SPT 21.00 14 21.00 - 21.45 77 42

22.0 SPT 22.50 15 22.50 - 22.95 75 27

23.0 UDS 23.50 8 23.50 - 23.95 0.0 72.0 28.0 0.0 N P 2.07 1.75 18.30 2.66

24.0 SPT 24.00 16 24.00 - 24.45 72 26

75.00 25.0 SPT 25.50 17 25.50 - 25.95 68 25

26 0 UDS 26 50 9 26 50 26 95 4 0 31 0 59 0 6 0 24 19 2 08 1 77 17 60 2 65 UUT 1 70 12

20

.70

m

DE

SC

RIP

TIO

N O

F S

OIL

WIT

H I

.S.

CL

AS

SIF

ICA

TIO

N

LE

VE

L O

F W

AT

ER

TA

BL

E /

L.W

.L

SY

MB

OL

IC R

EP

RE

SE

NT

AT

IONSPT TEST RESULTS

EL

EV

AT

ION

IN

ME

TE

RS

DE

PT

H O

F S

AM

PL

E B

EL

OW

R

EF

ER

EN

CE

LE

VE

L

SA

MP

LE

RE

FE

RE

NC

E N

O.

DE

PT

H I

N M

ET

ER

S B

EL

OW

R

EF

ER

EN

CE

NA

TU

RE

OF

SA

MP

LIN

G

FIELD TEST RESULTS


CONSOLIDATION TEST PARAMETERS

DR

Y D

EN

SIT

Y (

t/cu

m)

TY

PE

OF

TE

ST

CO

ND

UC

TE

D I

N

TH

E L

AB

OR

AT

OR

Y

MO

IST

UR

E C

ON

TE

NT

(

%)

BU

LK

DE

NS

ITY

(

t /

cum

.)

DE

PT

H I

N M

ET

ER

S

DIA

. O

F C

AS

ING

US

ED

(

MM

)1

50


SP

EC

IFIC

GR

AV

ITY

GRAIN SIZE ANALYSIS


( ML CL )


26.0 UDS 26.50 9 26.50 26.95 4.0 31.0 59.0 6.0 24 19 2.08 1.77 17.60 2.65 UUT 1.70 12

27.0 SPT 27.00 18 27.00 - 27.45 79 27

28.0 SPT 28.50 19 28.50 - 28.95 81 27

29.0 UDS 29.50 10 29.50 - 29.95 0.0 67.0 33.0 0.0 N P 2.10 1.79 17.50 2.63

70.00 30.0 SPT 30.00 20 30.00 - 30.45 86 28





( ML-CL )

25

3


SHEET NO :



BOREHOLE NO. :

0

5

10

15

20

25

30

35

0 10 20 30 40 50 60 70 80 90 100

DE

PT

H IN

M

N - VALUE

OBSERVED

CORRECTED


N,

VA

LU

E (

Re

cord

ed

)

N,

VA

LU

E (

Co

rre

cte

d )

GR

AV

EL

(%

)

SA

ND

(

%)

SIL

T

(%

)

CLA

Y

(%

)

Co

he

sio

n,

C,

(K

g/s

qcm

.)

An

gle

of

fric

tion

(D

eg

ree

s)

CO

MP

RE

SS

ION

IN

DE

X

Cc

VO

ID R

AT

IO

e

0


( ML-CL)0.0 37.0 58.0 5.0 26 19 2.66

1.0 SPT 1.50 1 1.50 - 1.95 15 21

2.0 UDS 2.50 1 2.50 - 2.95 0.0 51.0 46.0 3.0 N P 1.69 1.56 8.60 2.64 DST+ 0.00 31

3.0 SPT 3.00 2 3.00 - 3.45 21 25

95.00 5.0 SPT 4.50 3 4.50 - 4.95 29 31

5.0 UDS 5.50 2 5.50 - 5.95 1.0 14.0 77.0 8.0 27 20 1.87 1.65 13.50 UUT 1.05 10

6.0 SPT 6.00 4 6.00 - 6.45 45 44


EL

EV

AT

ION

IN

ME

TE

RS

DE

PT

H I

N M

ET

ER

S B

EL

OW

R

EF

ER

EN

CE

NA

TU

RE

OF

SA

MP

LIN

G

DE

PT

H O

F S

AM

PL

E B

EL

OW

R

EF

ER

EN

CE

LE

VE

L

GRAIN SIZE ANALYSIS

SHEET NO :


PARAMETERS

MO

IST

UR

E C

ON

TE

NT

(

%) SHEAR STRENGTH

CHARACTERISTICS

SP

EC

IFIC

GR

AV

ITY

BU

LK

DE

NS

ITY

(

t /

cum

.)

PL

AS

TIC

LIM

IT

(%)

DR

Y D

EN

SIT

Y (

t/cu

m)

LIQ

UID

LIM

IT

(%)

TY

PE

OF

TE

ST

CO

ND

UC

TE

D

IN T

HE

LA

BO

RA

TO

RY


BOREHOLE NO. :

FIELD TEST RESULTS

SA

MP

LE

RE

FE

RE

NC

E N

O.

LE

VE

L O

F W

AT

ER

TA

BL

E /

L

.W.L

DE

PT

H I

N M

ET

ER

S

DIA

. O

F C

AS

ING

US

ED

( M

M)

SPT TEST RESULTS

SY

MB

OL

IC

RE

PR

ES

EN

TA

TIO

N

DE

SC

RIP

TIO

N O

F S

OIL

W

ITH

I.S

. C

LA

SS

IFIC

AT

ION

100.00

8.0 SPT 7.50 5 7.50 - 7.95 48 43

9.0 UDS 8.50 3 8.50 - 8.95 4.0 32.0 58.0 6.0 26 20 1.91 1.68 13.70 2.67 0.096 0.589

90.00 10.0 SPT 9.00 6 9.00 - 9.45 45 37

11.0 SPT 10.50 7 10.50 - 10.95 49 38

12.0 UDS 11.50 4 11.50 - 11.95 4.0 30.0 59.0 7.0 1.94 1.70 14.30

13.0 SPT 12.00 8 12.00 - 12.45 46 34

14.0 SPT 13.50 9 13.50 - 13.95 58 40

85.00 15.0 UDS 14.50 5 14.50 - 14.95 5.0 27.0 63.0 5.0 26 20 1.97 1.72 14.80 UUT 1.56 12

16.0 SPT 15.00 10 15.00 - 15.45 61 40

17.0 SPT 16.50 11 16.50 - 16.95 64 40

18.0 UDS 17.50 6 17.50 - 17.95 27 20 2.01 1.74 15.30 2.66

19.0 SPT 18.00 12 18.00 - 18.45 73 43

80.00 20.0 SPT 19.50 13 19.50 - 19.95 75 42 0.0 57.0 43.0 0.0 N P 2.64




21

.50

m

15

0



( ML-CL )


N,

VA

LU

E (

Re

cord

ed

)

N,

VA

LU

E (

Co

rre

cte

d )

GR

AV

EL

(%

)

SA

ND

(

%)

SIL

T

(%

)

CL

AY

(%)

LIQ

UID

LIM

IT

(%)

PL

AS

TIC

LIM

IT

(%)

Co

he

sio

n,

C,

(K

g/s

qcm

.)

An

gle

of

fric

tion

(D

eg

ree

s)

CO

MP

RE

SS

ION

IN

DE

X

C

c

VO

ID R

AT

IO

e

0


Sand ( SM)0.0 60.0 40.0 0.0 N P 2.02 1.72 17.50 2.63 DST+ 0.00 35

21.0 SPT 21.00 14 21.00 - 21.45 69 38

22.0 SPT 22.50 15 22.50 - 22.95 57 22

23.0 UDS 23.50 8 23.50 - 23.95 4.0 31.0 59.0 6.0 25 19 2.08 1.76 18.40 2.66 UUT 1.75 13

24.0 SPT 24.00 16 24.00 - 24.45 60 23

75.00 25.0 SPT 25.50 17 25.50 - 25.95 58 22

26 0 UDS 26 50 9 26 50 26 95 5 0 28 0 61 0 6 0 2 10 1 78 18 20 2 66

DE

PT

H I

N M

ET

ER

S

DIA

. O

F C

AS

ING

US

ED

(

MM

)1

50


SP

EC

IFIC

GR

AV

ITY


PARAMETERS

DR

Y D

EN

SIT

Y (

t/cu

m)

TY

PE

OF

TE

ST

CO

ND

UC

TE

D I

N

TH

E L

AB

OR

AT

OR

Y

MO

IST

UR

E C

ON

TE

NT

(

%)

BU

LK

DE

NS

ITY

(

t /

cum

.)

FIELD TEST RESULTS


EL

EV

AT

ION

IN

ME

TE

RS

DE

PT

H O

F S

AM

PL

E B

EL

OW

R

EF

ER

EN

CE

LE

VE

L

SA

MP

LE

RE

FE

RE

NC

E N

O.

DE

PT

H I

N M

ET

ER

S B

EL

OW

R

EF

ER

EN

CE

NA

TU

RE

OF

SA

MP

LIN

G

21

.50

m

DE

SC

RIP

TIO

N O

F S

OIL

WIT

H I

.S.

CL

AS

SIF

ICA

TIO

N

LE

VE

L O

F W

AT

ER

TA

BL

E /

L.W

.L

SY

MB

OL

IC R

EP

RE

SE

NT

AT

ION


( ML CL )

SPT TEST RESULTS

26.0 UDS 26.50 9 26.50 26.95 5.0 28.0 61.0 6.0 2.10 1.78 18.20 2.66

27.0 SPT 27.00 18 27.00 - 27.45 65 23

28.0 SPT 28.50 19 28.50 - 28.95 69 24

29.0 UDS 29.50 10 29.50 - 29.95 5.0 32.0 58.0 5.0 25 20 2.11 1.79 17.90

70.00 30.0 SPT 30.00 20 30.00 - 30.45 77 25




( ML-CL )

28

4


SHEET NO :



BOREHOLE NO. :

0

5

10

15

20

25

30

35

0 10 20 30 40 50 60 70 80 90

DE

PT

H IN

M

N - VALUE

OBSERVED

CORRECTED


N,

VA

LU

E (

Re

cord

ed

)

N,

VA

LU

E (

Co

rre

cte

d )

GR

AV

EL

(%

)

SA

ND

(

%)

SIL

T

(%

)

CLA

Y

(%

)

Co

he

sio

n,

C,

(K

g/s

qcm

.)

An

gle

of

fric

tion

(D

eg

ree

s)

CO

MP

RE

SS

ION

IN

DE

X

Cc

VO

ID R

AT

IO

e

0

100.00 0.0 DS 0.00 1 0.00 - 0.45

1.0 SPT 1.50 1 1.50 - 1.95 14 19 0.0 55.0 42.0 3.0

2.0 UDS 2.50 1 2.50 - 2.95 N P 1.71 1.56 9.70 2.64 DST+ 0.00 30

3.0 SPT 3.00 2 3.00 - 3.45 19 23

95.00 5.0 SPT 4.50 3 4.50 - 4.95 30 32

5.0 UDS 5.50 2 5.50 - 5.95 3.0 32.0 60.0 5.0 24 18 1.84 1.64 12.20 UUT 0.98 12

6.0 SPT 6.00 4 6.00 - 6.45 38 37

BOREHOLE NO. :

FIELD TEST RESULTS

SA

MP

LE

RE

FE

RE

NC

E N

O.

LE

VE

L O

F W

AT

ER

TA

BL

E /

L

.W.L

DE

PT

H I

N M

ET

ER

S

DIA

. O

F C

AS

ING

US

ED

( M

M)

SPT TEST RESULTS

SY

MB

OL

IC

RE

PR

ES

EN

TA

TIO

N

DE

SC

RIP

TIO

N O

F S

OIL

W

ITH

I.S

. C

LA

SS

IFIC

AT

ION

100.00


SHEET NO :


PARAMETERS

MO

IST

UR

E C

ON

TE

NT

(

%) SHEAR STRENGTH

CHARACTERISTICS

SP

EC

IFIC

GR

AV

ITY

BU

LK

DE

NS

ITY

(

t /

cum

.)

PL

AS

TIC

LIM

IT

(%)

DR

Y D

EN

SIT

Y (

t/cu

m)

LIQ

UID

LIM

IT

(%)

TY

PE

OF

TE

ST

CO

ND

UC

TE

D

IN T

HE

LA

BO

RA

TO

RY


EL

EV

AT

ION

IN

ME

TE

RS

DE

PT

H I

N M

ET

ER

S B

EL

OW

R

EF

ER

EN

CE

NA

TU

RE

OF

SA

MP

LIN

G

DE

PT

H O

F S

AM

PL

E B

EL

OW

R

EF

ER

EN

CE

LE

VE

L

GRAIN SIZE ANALYSIS

8.0 SPT 7.50 5 7.50 - 7.95 41 37

9.0 UDS 8.50 3 8.50 - 8.95 4.0 37.0 54.0 5.0 1.87 1.66 12.50 2.66 0.100 0.602

90.00 10.0 SPT 9.00 6 9.00 - 9.45 44 37

11.0 SPT 10.50 7 10.50 - 10.95 50 39

12.0 UDS 11.50 4 11.50 - 11.95 6.0 35.0 53.0 6.0 1.93 1.69 14.30 UUT 1.25 12

13.0 SPT 12.00 8 12.00 - 12.45 56 41

14.0 SPT 13.50 9 13.50 - 13.95 60 42

85.00 15.0 UDS 14.50 5 14.50 - 14.95 5.0 32.0 57.0 6.0 24 19 1.96 1.72 14.20

16.0 SPT 15.00 10 15.00 - 15.45 63 41

17.0 SPT 16.50 11 16.50 - 16.95 68 42

18.0 UDS 17.50 6 17.50 - 17.95 5.0 36.0 54.0 5.0 2.01 1.74 15.80 2.66

19.0 SPT 18.00 12 18.00 - 18.45 64 38

80.00 20.0 SPT 19.50 13 19.50 - 19.95 67 38Light Brown Silty Fine

Sand ( SM)0.0 66.0 34.0 0.0 N P 2.64





( ML-CL )

20

.80

m

15

0


N,

VA

LU

E (

Re

cord

ed

)

N,

VA

LU

E (

Co

rre

cte

d )

GR

AV

EL

(%

)

SA

ND

(

%)

SIL

T

(%

)

CL

AY

(%)

LIQ

UID

LIM

IT

(%)

PL

AS

TIC

LIM

IT

(%)

Co

he

sio

n,

C,

(K

g/s

qcm

.)

An

gle

of

fric

tion

(D

eg

ree

s)

CO

MP

RE

SS

ION

IN

DE

X

C

c

VO

ID R

AT

IO

e

0

80.00 20.0 UDS 20.50 7 20.50 - 20.95 0.0 68.0 32.0 0.0 N P 2.02 1.72 17.50 2.63 DST+ 0.00 35

21.0 SPT 21.00 14 21.00 - 21.45 63 34

22.0 SPT 22.50 15 22.50 - 22.95 65 25

23.0 UDS 23.50 8 23.50 - 23.95 8.0 33.0 53.0 6.0 26 19 2.11 1.78 18.40 2.66 UUT 1.82 14

24.0 SPT 24.00 16 24.00 - 24.45 76 27

75.00 25.0 SPT 25.50 17 25.50 - 25.95 84 29

26 0 UDS 26 50 9 26 50 26 95 6 0 32 0 57 0 5 0 2 12 1 80 17 80 2 66

20

.80

m

DE

SC

RIP

TIO

N O

F S

OIL

WIT

H I

.S.

CL

AS

SIF

ICA

TIO

N

LE

VE

L O

F W

AT

ER

TA

BL

E /

L.W

.L

SY

MB

OL

IC R

EP

RE

SE

NT

AT

ION

EL

EV

AT

ION

IN

ME

TE

RS

DE

PT

H O

F S

AM

PL

E B

EL

OW

R

EF

ER

EN

CE

LE

VE

L

SA

MP

LE

RE

FE

RE

NC

E N

O.

DE

PT

H I

N M

ET

ER

S B

EL

OW

R

EF

ER

EN

CE

NA

TU

RE

OF

SA

MP

LIN

G

FIELD TEST RESULTS



SP

EC

IFIC

GR

AV

ITY


PARAMETERS

DR

Y D

EN

SIT

Y (

t/cu

m)

TY

PE

OF

TE

ST

CO

ND

UC

TE

D I

N

TH

E L

AB

OR

AT

OR

Y

MO

IST

UR

E C

ON

TE

NT

(

%)

BU

LK

DE

NS

ITY

(

t /

cum

.)

SPT TEST RESULTS

DE

PT

H I

N M

ET

ER

S

DIA

. O

F C

AS

ING

US

ED

(

MM

)1

50


Light Brown Sandy Silt of L Pl ti it26.0 UDS 26.50 9 26.50 26.95 6.0 32.0 57.0 5.0 2.12 1.80 17.80 2.66

27.0 SPT 27.00 18 27.00 - 27.45 74 26

28.0 SPT 28.50 19 28.50 - 28.95 79 26

29.0 UDS 29.50 10 29.50 - 29.95 9.0 32.0 53.0 6.0 24 20 2.14 1.82 17.50

70.00 30.0 SPT 30.00 20 30.00 - 30.45 83 27




Low Plasticity ( ML-CL )

31

5


SHEET NO :



BOREHOLE NO. :

0

5

10

15

20

25

30

35

0 10 20 30 40 50 60 70 80 90

DE

PT

H IN

M

N - VALUE

OBSERVED

CORRECTED


N,

VA

LU

E (

Re

cord

ed

)

N,

VA

LU

E (

Co

rre

cte

d )

GR

AV

EL

(%

)

SA

ND

(

%)

SIL

T

(%

)

CLA

Y

(%

)

Co

he

sio

n,

C,

(K

g/s

qcm

.)

An

gle

of

fric

tion

(D

eg

ree

s)

CO

MP

RE

SS

ION

IN

DE

X

Cc

VO

ID R

AT

IO

e

0

100.00 0.0 DS 0.00 1 0.00 - 0.45 0.0 53.0 45.0 2.0 N P 2.64

1.0 SPT 1.50 1 1.50 - 1.95 12 16

2.0 UDS 2.50 1 2.50 - 2.95 0.0 56.0 44.0 0.0 N P 1.67 1.54 8.60 DST+ 0.00 30

3.0 SPT 3.00 2 3.00 - 3.45 17 20

95.00 5.0 SPT 4.50 3 4.50 - 4.95 23 25

5.0 UDS 5.50 2 5.50 - 5.95 0.0 37.0 58.0 5.0 24 18 1.82 1.63 11.80 UUT 0.70 10

6.0 SPT 6.00 4 6.00 - 6.45 26 25

EL

EV

AT

ION

IN

ME

TE

RS

DE

PT

H I

N M

ET

ER

S B

EL

OW

R

EF

ER

EN

CE

NA

TU

RE

OF

SA

MP

LIN

G

DE

PT

H O

F S

AM

PL

E B

EL

OW

R

EF

ER

EN

CE

LE

VE

L

GRAIN SIZE ANALYSIS

SHEET NO :


PARAMETERS

MO

IST

UR

E C

ON

TE

NT

(

%) SHEAR STRENGTH

CHARACTERISTICS

SP

EC

IFIC

GR

AV

ITY

BU

LK

DE

NS

ITY

(

t /

cum

.)

PL

AS

TIC

LIM

IT

(%)

DR

Y D

EN

SIT

Y (

t/cu

m)

LIQ

UID

LIM

IT

(%)

TY

PE

OF

TE

ST

CO

ND

UC

TE

D

IN T

HE

LA

BO

RA

TO

RY


BOREHOLE NO. :

FIELD TEST RESULTS

SA

MP

LE

RE

FE

RE

NC

E N

O.

LE

VE

L O

F W

AT

ER

TA

BL

E /

L

.W.L

DE

PT

H I

N M

ET

ER

S

DIA

. O

F C

AS

ING

US

ED

( M

M)

SPT TEST RESULTS

SY

MB

OL

IC

RE

PR

ES

EN

TA

TIO

N

DE

SC

RIP

TIO

N O

F S

OIL

W

ITH

I.S

. C

LA

SS

IFIC

AT

ION

100.00


8.0 SPT 7.50 5 7.50 - 7.95 31 28

9.0 UDS 8.50 3 8.50 - 8.95 4.0 34.0 56.0 6.0 1.87 1.65 13.30 2.66 0.103 0.612

90.00 10.0 SPT 9.00 6 9.00 - 9.45 35 29

11.0 SPT 10.50 7 10.50 - 10.95 41 32

12.0 UDS 11.50 4 11.50 - 11.95 25 19 1.92 1.68 14.20 UUT 1.18 12

13.0 SPT 12.00 8 12.00 - 12.45 45 33

14.0 SPT 13.50 9 13.50 - 13.95 51 35

85.00 15.0 UDS 14.50 5 14.50 - 14.95 6.0 27.0 62.0 5.0 24 18 1.96 1.70 15.20

16.0 SPT 15.00 10 15.00 - 15.45 49 32

17.0 SPT 16.50 11 16.50 - 16.95 56 35

18.0 UDS 17.50 6 17.50 - 17.95 0.0 58.0 40.0 2.0 N P 2.01 1.74 15.30 2.64 DST+ 0.00 35

19.0 SPT 18.00 12 18.00 - 18.45 61 36

80.00 20.0 SPT 19.50 13 19.50 - 19.95 65 37




21

.55

m

15

0


( ML-CL )



N,

VA

LU

E (

Re

cord

ed

)

N,

VA

LU

E (

Co

rre

cte

d )

GR

AV

EL

(%

)

SA

ND

(

%)

SIL

T

(%

)

CL

AY

(%)

LIQ

UID

LIM

IT

(%)

PL

AS

TIC

LIM

IT

(%)

Co

he

sio

n,

C,

(K

g/s

qcm

.)

An

gle

of

fric

tion

(D

eg

ree

s)

CO

MP

RE

SS

ION

IN

DE

X

C

c

VO

ID R

AT

IO

e

0


Sand ( SM)0.0 42.0 55.0 3.0 N P 2.02 1.72 17.50 2.63

21.0 SPT 21.00 14 21.00 - 21.45 69 38

22.0 SPT 22.50 15 22.50 - 22.95 63 24

23.0 UDS 23.50 8 23.50 - 23.95 6.0 40.0 52.0 2.0 N P 2.08 1.76 18.40 2.65

24.0 SPT 24.00 16 24.00 - 24.45 65 24

75.00 25.0 SPT 25.50 17 25.50 - 25.95 67 24

26 0 UDS 26 50 9 26 50 26 95 6 0 28 0 60 0 6 0 2 06 1 75 17 90 2 66 UUT 1 70 10

SPT TEST RESULTS

DE

PT

H I

N M

ET

ER

S

DIA

. O

F C

AS

ING

US

ED

(

MM

)1

50



SP

EC

IFIC

GR

AV

ITY


PARAMETERS

DR

Y D

EN

SIT

Y (

t/cu

m)

TY

PE

OF

TE

ST

CO

ND

UC

TE

D I

N

TH

E L

AB

OR

AT

OR

Y

MO

IST

UR

E C

ON

TE

NT

(

%)

BU

LK

DE

NS

ITY

(

t /

cum

.)

FIELD TEST RESULTS


EL

EV

AT

ION

IN

ME

TE

RS

DE

PT

H O

F S

AM

PL

E B

EL

OW

R

EF

ER

EN

CE

LE

VE

L

SA

MP

LE

RE

FE

RE

NC

E N

O.

DE

PT

H I

N M

ET

ER

S B

EL

OW

R

EF

ER

EN

CE

NA

TU

RE

OF

SA

MP

LIN

G

21

.55

m

DE

SC

RIP

TIO

N O

F S

OIL

WIT

H I

.S.

CL

AS

SIF

ICA

TIO

N

LE

VE

L O

F W

AT

ER

TA

BL

E /

L.W

.L

SY

MB

OL

IC R

EP

RE

SE

NT

AT

ION

26.0 UDS 26.50 9 26.50 26.95 6.0 28.0 60.0 6.0 2.06 1.75 17.90 2.66 UUT 1.70 10

27.0 SPT 27.00 18 27.00 - 27.45 58 22

28.0 SPT 28.50 19 28.50 - 28.95 67 24

29.0 UDS 29.50 10 29.50 - 29.95 5.0 33.0 57.0 5.0 25 19 2.08 1.77 17.50

70.00 30.0 SPT 30.00 20 30.00 - 30.45 77 26





( ML-CL )

34

6


SHEET NO :



BOREHOLE NO. :

0

5

10

15

20

25

30

35

0 10 20 30 40 50 60 70 80 90

DE

PT

H IN

M

N - VALUE

OBSERVED

CORRECTED

SAI GEOTECHNICAL ENGINEERS PVT. LTD.

Settlement Failure Consideration

Allowable Settlement Consideration = 40.0 mm

Load Intensity assumed at Foundation depth = 10.0 t/m2

Depth of Footing = 1.0 mWidth of Footing = 1.5 mLength of Footing = 1.0 mDepth of Influence zone below Foundation depth = 2.3 m

From to

1.0 1.0 4.5 3.5 2.3 122.0 4.5 17.5 13.0 0.00 25

Settlement for Coarse grained soil

Thickness of Layer = 2.3Average SPT 'N' value = 12

Settlement under 10 t/ m2 : 22 28 mm From Figure 9 of IS:8009 Part I

Corr. Av. SPT N Value

The Settlement of coarse grained strata layers comprising of Silty Sand layers within Influence zone were computed by using the Chart of Settlement Vs SPT N value as per IS: 8009 Part ‐I.

Fine GrainedFine Grained

DepthLayer No

Layer Thickness

Effective Layer

ThicknessType of strata

PAGE NO.‐35

Settlement under 10 t/ m2 : 22.28 mm From Figure 9 of IS:8009 Part ‐I

Hence total settlement = 22.28 mm

Water Correction Factor = 0.75

Rigidity Correction Factor = 1.00

29.71 mm

S = mv x Δp x H

Where,

mv = Coeffcient of volume compressibilty (cm2/kg) = 0.01152 cm2/kg

Δp = Effective Pressure (kg/cm2) = 1.23 kg/cm2

H = Thickness of Layer (cm) = 0 cm

Settlement = 0.00 mm

Total settlement = 29.71 mm

Permissible settlement = 40.0 mm

Net allowable Bearing pressure for permissible settlement

= 13.46 t/m2

The Settlement of fine grained strata layers comprising of clayey silt/Sandy Silt layers within Influence zone were computed by using thethe following equation as per IS:8009, Part ‐ I :

Corrected settlement =

PAGE NO.‐35

36

BEARING CAPACITY ANALYSIS FOR SHALLOW FOUNDATIONSLAYERED SOILS Analysis as per IS 6403-1981

Sai Geotechnical Enginers Private LimitedSHEET NO

Structure

safe net bearing capacity

overburden pressure

Ground + 2

qnet safe = (1/FS){cequiNcζcdc+q(Nq-1)ζqdq+0.5BγNγζγdγRw}where:

equivalent cohesion intercept

q =

γ =

Foundation width

qnet safe = cequi =

B =

The bearing capacity equation is as follows :

Project :

Bulk density of soil below founding level

Soil Investigation work for Proposed “Affordable Group Housing project” at Sector - 36A, Gurgaon

c φFrom To T/m2 deg.

1 0.0 4.5 0 302 4.5 11.5 7.0 103 11.5 17.5 11.8 124 17.5 25.5 0.0 35

17 5 1 96

4.5 1.82

γ

11.517.5

0.0ToFrom

Layer No.

11.5

Depth, mGL

1.87

4.5

bearing capacity factors, which are a function of φequi, equivalent φ Nc, Nq, Nγ =Bulk density of soil below founding level

dc, dq, dγ =

γ

Rw =

1.67

FS =

Water table correction factor

ζc, ζq, ζγ =

T,m3

Depth factors Factor of safety

Shape factors

25 5

Depth, m Bulk Density Profile

H1c1, φ1

D

LAYER 1B

cequi =

17.5 1.96

H1 tan φ1 + H2 tan φ2 + H3 tan φ3 +…

Hequi

Hequi

c1 H1 + c2 H2 + c3 H3 + …

30.0 2.0025.5

Reference : Foundation Analysis and Design by J.E.Bowles, fifth edition (1995)

Hequi =

where

tan φequi =

0.5 B tan(45 + φequi/2) = H1+ H2 + H3 + …

25.5H2

H3

c2, φ2

c3, φ3

LAYER 2

LAYER 3

2.5

y

Equivalent angle of internal friction

Equivalent cohesion intercept

Effective Depth of influence of foundation of width B

Rw factor: Constant value(V) for worst condition or calulate(C)

based on WT Depth? :

For Depth Factor computation, depth to be ignored to account for loose soils, poorly compacted backfill, scour, etc. :

0.00

mWater Table depth =Factor of safety =

v

IS 1904-1986as per

0.75Rw = 10.00

Depth factor to be considered ?

m

Hequi =

cequi = φequi =

cequi φequi Hequi

B, m L, m T/m2 deg. m GSF LSF GSF LSF

30.14 15.9118.40 7.1422.40 6.2830.14 15.912.60 10.91

30.0

1.171.17

1.35

Sh

ape

Fac

tors

p y p , ,

Sa

fe N

et

Be

ari

ng

Ca

pa

cit

y T

/m2

Dep

th, m

0.00

1.5 1.001.00

Strip

1.73

0.00 30.00.75

0.001.0 9.931.29

1.151.15

1.001.0

1.23 1.19

1.00

Strip

qnet safe T/m2

Dep

th f

acto

rs

(GS

F)

Bearing Capacity

Factors Nc,

Nq, Nγ

Foundation Dimensions

Fo

un

dat

ion

S

ha

pe

Rw

7.1

6.520.2

22.41.0

0.75

Dep

th f

acto

rs

(LS

F)

30.14 15.9118.40 7.1422.40 6.28

10.91

1.10

1.5 1.00

1.12

p

1.00

1.231.12

1.191.10

1.0

1.00





Depth of Footing = 2 mWidth of Footing = 10.0 mLength of Footing = 16.0 mDepth of Influence zone below Foundation depth = 15.0 m

From to

1 2.0 4.5 2.5 2.50 152 4.5 17.5 13.0 12.50 253 17.5 25.5 8.0 0.00 254 25.5 30 4.5 0 25









Coarsed GrainedFine Grained


DepthLayer No

Layer Thickness

Effective Layer


3.02 mm

S = mv x Δp x H

Where,











0.00 mm




= 16.58 t/m2



PAGE NO.‐37





Depth of Footing = 1.5 mWidth of Footing = 12.0 mLength of Footing = 18.0 mDepth of Influence zone below Foundation depth = 18.0 m

From to

1 1.5 4.5 3.0 3.00 152 4.5 17.5 13.0 13.00 253 17.5 25.5 8.0 2.00 254 25.5 30 4.5 0 25








Layer NoDepth Layer

Thickness

Effective Layer





3.05 mm

S = mv x Δp x H

Where,











0.56 mm




= 14.97 t/m2



PAGE NO.‐38

39

Sai Geotechnical Enginers Private LimitedSHEET NO

LAYERED SOILS Analysis as per IS 6403-1981 BEARING CAPACITY ANALYSIS FOR SHALLOW FOUNDATIONS

Structure

safe net bearing capacity

overburden pressure

Soil Investigation work for Proposed “Affordable Group Housing project” at Sector - 36A, Gurgaon

Foundation width

qnet safe = cequi =

B =

The bearing capacity equation is as follows :

Project :

Bulk density of soil below founding level

qnet safe = (1/FS){cequiNcζcdc+q(Nq-1)ζqdq+0.5BγNγζγdγRw}where:

equivalent cohesion intercept

q =

γ =

Ground + 2

c φFrom To T/m2 deg.

1 0.0 4.5 0 302 4.5 11.5 7.0 103 11.5 17.5 11.8 124 17.5 25.5 0.0 35

ζc, ζq, ζγ =

T,m3

Depth factors Factor of safety

Shape factors

25 5

Depth, m Bulk Density ProfileLayer No.

11.5

Depth, mGL

1.87

4.5

bearing capacity factors, which are a function of φequi, equivalent φ Nc, Nq, Nγ =Bulk density of soil below founding level

dc, dq, dγ =

γ

Rw =

1.67

FS =

Water table correction factor

γ

11.517.5

0.0ToFrom

4.5 1.82

17 5 1 96

H1c1, φ1

D

LAYER 1B

cequi =

tan φequi =

0.5 B tan(45 + φequi/2) = H1+ H2 + H3 + …

25.5

Hequi =

where

Reference : Foundation Analysis and Design by J.E.Bowles, fifth edition (1995)

30.0 2.0025.5

Hequi

Hequi

c1 H1 + c2 H2 + c3 H3 + …

17.5 1.96

H1 tan φ1 + H2 tan φ2 + H3 tan φ3 +…

H2

H3

c2, φ2

c3, φ3

LAYER 2

LAYER 3

2.5

y

φequi = cequi =

m

Hequi =

as per

0.75Rw = 10.00

Depth factor to be considered ?

0.00

mWater Table depth =Factor of safety =

v

IS 1904-1986

Rw factor: Constant value(V) for worst condition or calulate(C)

based on WT Depth? :

For Depth Factor computation, depth to be ignored to account for loose soils, poorly compacted backfill, scour, etc. :

Equivalent angle of internal friction

Equivalent cohesion intercept

Effective Depth of influence of foundation of width B

cequi φequi Hequi

B, m L, m T/m2 deg. m GSF LSF GSF LSF

12.72 9.255.01 2.953.79 1.6611.89 8.87

Dep

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21.8

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Dep

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Bearing Capacity

Factors Nc,

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Foundation Dimensions

Fo

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dat

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S

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1.5

1.05 1.05

1.13

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Dep

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8.63

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8.46 27.53

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Annexure -IV

LAYOUT PLAN

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P R O J E C T

NARENDER SINGH

LK SAXENA

OWNER

ARCHITECT

SUBMISSION DRAWING

01/ 17

DETAIL OF GREEN AREA

01 / 17

BLOCK-1

FLOOR

DETAIL OF DWELLING UNITS.

1st FLOOR

GROUND FL.

2nd FLOOR

Total

3rd FLOOR

4th FLOOR

5th FLOOR

6th FLOOR

7th FLOOR

8th FLOOR

9th FLOOR

10th FLOOR

TYPE "A-1" TYPE "A-2" TYPE "A-1" TYPE "A-2"

BLOCK- 2

PARKING PARKING

4 2 3 2

30 20

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TYPE "A-3"

1

TYPE "A-4"

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Annexure -V

PARKING PLAN

3

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P R O J E C T

NARENDER SINGH

LK SAXENA

OWNER

ARCHITECT

SUBMISSION DRAWING

02/ 17

02 / 17

U

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= (25 X 812) / 2

= 10,150.00 SQM.

PARKING AREA PROVIDED

Annexure -VI

SERVICE LAYOUT PLAN

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LK SAXENA

OWNER

ARCHITECT

SUBMISSION DRAWING

03 / 17

03 / 17

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STORM WATER

WATER SUPPLY

SEWAGE LINE

LEGEND:

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SLOPE 1 : 190

SLOPE 1 : 500

FLUSHING SUPPLY

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Annexure -VII

SITE PHOTOGRAPHS

Site Photographs of Proposed Affordable Group Housing Colony Project at Sector 111, Village Chouma, Gurgaon by M/S Lotus Realtech Pvt Ltd

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