Final Reports of Laxmi Talkis

CERTIFICATE

This is to certify that the samples are collected from the proposed site CONSTRUCTION OF FLYOVER AT LAXMI TALKIES SQUARE AT SAMBALPUR IN THE STATE OF ODISHA by CADD CONSULTING ENGINEERS PVT LTD, BHUBANESWAR. The laboratory tests have been performed under the supervision of qualified personal, as per the Indian

standards and that this report is prepared on the basis of these tests results and expert experience.

FOR: CADD CONSULTING ENGINEERS PVT. LTD

1

INTRODUCTION

It is intended to investigate the sub soil strata at the proposed site of CONSTRUCTION OF FLYOVER AT LAXMI TALKIES SQUARE AT SAMBALPUR IN THE STATE OF ODISHA OBJECT

The object of the Geo technical investigation is to:-

Optimize the foundation system, assuring the safe bearing capacity of the soil.

Determination of type, size and depth of foundation.

Analyzing the soil properties.

Suggesting an economically viable of foundation system to be adopted for the proposed

structures. SCOPE OF WORK It consists of the following:-

Visual reconnaissance of the site.

Field and laboratory investigation.

Engineering judgment based on the current practice.

LIMITATIONS OF INVESTIGATION

The scope of Geo- technical Sub soil investigation is confined within the framework of

agreement and Technical specification with the client. However all the field and laboratory experiments will be carried out as per the relevant Indian standard code of practice?

2

THE DETAILED GEO-TECHNICAL INVESTIGATION WORK TO BE CARRIED OUT CONSISTS OF TWO PARTS.

1. FIELD INVESTIGATION

Location of bore holes.

Boring /drilling up to specified depth below G.L.

Conducting standard penetration test.

Collection UDS samples.

Collecting DS samples.

Determining the depth of water table.

Study of site condition and surroundings.

Taking observation of surrounding structure.

Transportation of all soil samples to laboratory.

2. LABORATORY INVESTIGATION :- Grain size analysis.

Determination of moisture content.

Unconfined compressive strength.

Determination of Bulk density.

Determination of dry density.

Determination of Void ratio.

Determination of liquid limit.

Determination of plastic limit & plastic index.

Determination of specific gravity.

Determination of shear parameters & settlement calculation.

Determination of DFS test.

LOCATION The proposed site of construction OF CONSTRUCTION OF FLYOVER AT LAXMI TALKIES SQUARE AT SAMBALPUR IN THE STATE OF ODISHA

3

FIELD WORK

1. SELECTION OF BORE HOLES :-

1) 4,Nos number of bore holes ware selected by the Engineer In Charge in order to

obtain comprehensive sub-soil data for this site up to specified depth in BH No-1 to BH No-4 , below G.L. For detailed laboratory investigation SPT is conducted in suitable intervals and Disturbed /undisturbed soil samples from the above bore hole were collected at different levels from as per the instruction of the client with

observation of the ground water level during investigation.

2. BORING :- 2) The sub-soil exploration work at the proposed site was carried out using 150mm

diameter rotary calyx rig boring equipments.

3. STANDARD PENETRATION TESTS :-

3) Standard penetration tests we are conducted in different levels in a continuous manner

using a spilt spoon sampler. The SPT sampler was lower inside the bore hole after drilling the required level and is driven by a 63.6 kg. Hammer with a free fall of

750mm. In three stages 150mm each and the numbers of blows for each 150mm penetration was recorded. The details of location and SPT value [N] is shown in bore log data.

4. GROUND WATER TABLE :- 4) During the field work ground water level was observation in bore hole and the level of

ground water table are shown in bore log data sheet.

4

LABORATORY TESTS The laboratory tests were conducted on selected SPT / disturbed / undisturbed soil samples collected from the bore holes drilled at the proposed site. The tests include grain size analysis, natural moisture content, D.F.S specific Gravity, liquid limit, plastic limit, plasticity index test and shear test. Particles size distribution tests on representative soil sample were also carried out. The laboratory test confirming to the requirement of I.S and specification were conducted on the soil, sample. The results of all these tests are given in test result sheet separately.

GRAIN SIZE ANALYSIS: The grain size analysis of different soil samples were done as per the requirement of IS: 2720(Pt- IV) 1975 method of test for soil, Grain size analysis. The details of the test results are shown test result sheet separately in tabular as well as graphically. The result of grain size analysis is used to classify the soil in various depths of bore holes.

NATURAL MOISTURE CONTENT: The natural moisture content were determined as per IS: 2720(Pt II) 1973 Method of test for soil, determination of water content.

DETERMINATION OF BULK DENSITY: The Bulk densities were determined in the laboratory from the UDS samples at different levels and the result are shown separately in tabular form.

DETERMINATION OF DRY DENSITY: The dry density of the UDS/DS samples was determined at the known moisture content and bulk density.

DETERMINATION OF SPECIFIC GRAVITY: The specific gravity of the UDS/DS sample was determined at different levels and the results are shown separately.

DETERMINATION OF VOID RATIO: The void ratios of the UDS/DS samples were determined at different levels and the results are shown separately.

LIQUID LIMIT & PLASTIC LIMIT: [AS PER IS : 2720 Pt IV] : The liquid and plastic limit of soils were other index properties of soil have also been determined as per the relevant IS code of practice. The liquid and plastic limits of soil samples have been determined in the laboratory and results are shown separately.

DETERMINATION OF SHEAR PARAMETERS: Un consolidated and un drained Tri-axial shear tests were carried out from soil samples collected as per IS : 2720 Pt IX 1971 with three different cell pressures of 1,2,3kg/sq.cm using Tri axial shear testing machine and result are shown separately in tabular and graphical manner.

5

P R E F A C E

The general soil profiles and the geological stratification have been determined FOR CONSTRUCTION OF FLYOVER AT LAXMI TAKIES SQUARE AT SAMBALPUR (ODISHA).

The objective of this investigation is to ascertain the characteristics of Sub-soil to present necessary information for sub-surface. It was endeavored to study in detail the sub-surface conditions at the project site.

.

The field and laboratory works have been conducted as per relevant Bureau of Indian standards (BIS).

6

FIELD OPERATIONS

In an attempt for optimization in the design of foundation for the proposed building to be constructed at this site, Geo-technical investigation was done. The entire investigation work had been divided mainly into two parts (I) Field Work & (ii) Laboratory tests Field work determines the types of sub- soil deposit and their characteristics. Laboratory tests help in determining the relevant geo-technical properties of the sub-surface deposited leading to finalization of foundation depth of the structure basing on Bearing capacities of the foundation strata as well as Influence zone

GROUND WATER TABLE & TERMINATION DEPTH

BORE HOLE

NO GROUND

LEVEL LOCATION CHANAGE (M)

TERMINATION DEPTH IN MTR.

WATER TABLE FROM

THE G.L IN MTR.

01 (P 23) 90.938 Gole Bazer Square 1.000 Km 12.5 3.6

02 (P 10) 90.827 Gole Bazer Square 0.650 Km 10.4 1.9

03 (P 36) 92.111 Near Arbind School 1.400 Km 15.0 1.3

04 (A 1) 95.477 In front of new Mahila Thana 0.330 Km 10.5 0.5

BORING & SITU TESTS

Wash boring method was adapted to bores in the soil up to specified depth as mentioned above below the G.L for BH -01 to BH -04. The SPT were conducted at regular intervals and the samples were brought to the laboratory with proper identification and labeling standard split spoon sampler was used for conducting standard penetration test. The number of blows required to drive the sampler for the 1st, 2nd and 3rd 15cm depths were recorded. The total number of blows required to drive the split spoon sampler due to the free fall of a 63.5kg. Hammer trough distance of 75cm for the 2nd, and 3rd 15cm penetration were taken together as the field N-value (penetration resistance) of the soil.

7

NOTATIONS C Cohesion Angle of internal fraction of soil DS Disturbed Sample UDS Undisturbed Sample NMC Natural Moisture Content NP Non plastic soil G Special gravity G Gravel Content M Slit Content C Clay Content LL Liquid Limit PL Plastic Limit Pl Plasticity index Cc Compression index K Coefficient of permeability UCS Unconfined Compression N SPT Value BH Bore Hole Suffix The Number of Bore Holes Nc,Nq,N Bearing Capacity Factor Sc,Sq,S S hape factors Density of soil D Depth of foundation FS Factor of safety Cv Coefficient of consolidation UU Unconsolidated untrained triaxial test CU Consolidated drained triaxial test GC Clayey Gravels GP Poorly Graded Gravels GW Well Graded Gravels SC Clayey Sand SM Silty Sand SW Wel Graded Sand SP Poorly Graded Sand CH Clays of High Plasticity Cl Clays of Intermediate Plasticity CL Clays of Low Plasticity MH Slits of High Plasticity MI Silts of intermediate Plasticity ML Silts of Low Plasticity

8

PROPERTIES OF BORE HOLE 01

ENGINEERING PROPERTIES OF SOIL PROJECT: GOLE BAZAR CHHAK (BH NO- 1 )

\

Sl. N

o.

soil

sam

ple

colle

cted

at

Type

of s

ampl

e co

llecte

d at

Grain size analysis Atterbergs Limits in %

Field

Moi

sture

Co

nten

t in

% Bu

lk De

nsity

in

gm/cc

. Dr

y De

nsity

in

gm/cc

. Co

hesio

n (C

) Kg

f/cm

Angl

e of s

hear

ing

resis

tance

()

In d

egre

e Sp

ecifi

c Gra

vity

Void

Rati

o

D.F.

S. in

%

Field

S.P

.T. v

alue

Grou

p of

soil

Fine

Gra

vel in

%

(10m

m to

4.75

mm

)

Coar

se sa

nd in

%

(4.75

mm

to

2.00m

m)

Medi

um sa

nd in

%

(2m

m to

0.42

5mm

) Fi

ne sa

nd in

%

(0.42

5mm

to

0.075

mm

) Si

lt & C

lay in

%

(0.07

5mm

to

0.001

mm

)

Liqu

id L

imit i

n %

Plas

tic L

imit i

n %

Plas

ticity

Inde

x in

%

1 0.5 DS - 8 12 74 6 NP NP NP 8 1.88 - - - 2.59 - - - SP

2 1.5 SPT - 6 18 58 18 18 NP NP 9 - - - - 2.62 - - >100 SP-SM

3 3.0 SPT 85 6 3 4 2 NP NP NP 7 - - - - 2.56 - - >100 GW 4.0M TO 5.0M CORE RECOVERY =20% & RQD =NIL 5.0M TO 6.0M CORE RECOVERY = 22% & RQD =NIL

6.0M TO 7.0M CORE RECOVERY = 25% & RQD = 14%

7.0M TO 8.0M CORE RECOVERY = 28% & RQD =18%

8.0M TO 9.0M CORE RECOVERY =30% & RQD = 24%




12..0M TO 12.5M CORE RECOVERY = 87% & RQD = 73%

10

12

SUMMARY OF FOUNDATION DETAILS OF ROCK SAMPLES

SOAK

ED

UNSO

AKED

4.0m to 5.0m 20% NIL 0.28% 12.1% 4.1 - - - 82 2.68 2.68 42.9 1

5.0m to 6.0m 22% NIL 0.27% 10.6% 4.2 - - - 84 2.67 2.66 42.0 2

6.0m to 7.0m 25% 14% 0.26% 10.2% 4.4 4.5 112 122 87 2.67 2.66 41.1 3

7.0m to 8.0m 28% 18% 0.29% 11.4% 4.7 5.1 122 129 88 2.69 2.66 43.8 4

8.0m to9.0m 30% 24% 0.31% 11.4% 5.2 5.5 131 137 87 2.67 2.66 45.5 5

9.0m to 10.0m 35% 26% 0.31% 11.0% 5.5 5.7 137 143 88 2.67 2.66 45.5 6

10.0m to 11.0m 40% 32% 0.31% 11.0% 5.8 6.3 152 159 88 2.67 2.66 45.5 7

11.0m to 12.0m 50% 41% 0.31% 11.0% 6.1 6.6 159 170 88 2.67 2.66 45.5 8

12.0m to 12.5m 87% 73% 0.31% 11.0% 6.5 10.5 252 270 88 2.67 2.66 45.5 9

NOTE:- Nj = 0.1

qs= S.B.C OF ROCK IN T/M2

qs (qu) X NjSBC is conservatively Restricted to 80 T / M2 for designed purposed.

1 BH-1

SPEC

IFIC

GRA

VITY

RQD

%

CORE

REC

OVER

Y %

SL. N

O

SLAK

E UD

RABI

LITY

INDE

X (1

0 m

nts c

ycle)

MOIS

TER

CONT

ENT

(%)

SOUN

DNES

S

LOCATION:-GOLE BAZAR CHHAK

CADD CONSULTING ENGINEERS PVT.LTD.GEO - TECHNICAL INVESTIGATION &

FOUNDATION ENGINEERING.

UNIT

WEI

GHT

OF R

OCK

(g/cc

)

HARD

NESS

(H,S

CALE

MOH

S)

BORE HOLE NO -01

SAMP

LES

REF:

NO

BORE

HOL

E

DEPT

H OF

FOU

NDAT

ION

BGL

(m)

UNCO

NFIN

ED

COMP

RESS

ION

ST

RENG

TH O

F RO

CK

IN T

/M2

(qs =

qu

* NJ)

POIN

T LO

AD S

TREN

GTH

INDE

X

PORO

SITY

(MG/

(1+M

G)X1

00

13

6.0M TO 7.0M

qs = qc x Nj

From laboratory test data qc = 112 = 1120 T / M2

qs = 1120 x 0.1 = 112 T / M2

Where : qs = Safe Bearing Pressure (gross)qc = Average UCS of rock coresNj = Empirical coefficient

Including FOS 3

GEO - TECHNICAL INVESTIGATION & FOUNDATION ENGINEERING.

LOCATION:- GOL BAZER CHHAK, SAMBALPUR

DEPTH OF FOUNDATION -

CADD CONSULTING ENGINEERS PVT.LTD.

SBC is conservatively Restricted to 80 T / M2 for designed purposed.

Nj = ( 3 + S / Bf ) / (10(1 + 300 / S)) = Thickness of discontinues (cm)S = Spacing of discontinues (cm)Bf = Footing Width

From table 4 of IS :12070 For spacing of discontinues from 30 cm to 100 cm Nj = 0.1

kg / cm2

AS PER CI .6 OF IS:12070

14

7.0M TO 8.0 M

qs = qc x Nj


qs = 1220 x 0.1 = 122 T / M2



Including FOS 3Nj = ( 3 + S / Bf ) / (10(1 + 300 / S)) = Thickness of discontinues (cm)S = Spacing of discontinues (cm)Bf = Footing Width



kg / cm2





15

8.0 M TO 9.0M

qs = qc x Nj


qs = 1310 x 0.1 = 131 T / M2




kg / cm2



Including FOS 3





16

9.0 M TO 10.0 M

qs = qc x Nj


qs = 1370 x 0.1 = 137 T / M2




kg / cm2



Including FOS 3





17

10.0 M TO 11.0 M

qs = qc x Nj


qs = 1520 x 0.1 = 152 T / M2




kg / cm2



Including FOS 3





18

10.0 M TO 11.0 M

qs = qc x Nj


qs = 1590 x 0.1 = 159 T / M2




kg / cm2



Including FOS 3





19

11.5M TO 12.5M

qs = qc x Nj


qs = 2520 x 0.1 = 252 T / M2




kg / cm2



Including FOS 3





20

= 2.0 m = 200 cm= 1.5 m = 150 cm= 1.0 m

SPT 'N' VALUE OBSERVED = 100

= 58Due to over burden pressureAs per IS 8009 part I 1976.Settlement, For 1 kg/cm2 Read from IS 8009 ( part I) 1976 Figure - 9 , P.P-17

= 0.0045 m d = ( WT - D)= 4.50 mm (After applying W') d/b= 4.5 mm Adopted water table correction (W')

Premissable settlement = 25 mm

Therefore Allowable Bearing pressure

= 25 / 4.5= 5.556 kg/cm2

= 55.56 T/m2

CALCULATION OF ALLOWABLE BEARING PRESSURE BASED ON SPT 'N' VALUE

CADD CONSULTING ENGINEERS (P) LTD BORE HOLE:-1GEO - TECHNICAL INVESTIGATION & Sheet No : 1


Water table correction(W')

Corrected N value

NAME OF THE WORK: SOIL INVESTIGATION WORKS FOR GOLE BAZAR CHHAK

ALLOWABLE BEARING PRESSURE FOR 25MM SETTLEMENT

Width of footing (B)Depth of footing (D)

21

= 2.0 m = 200 cm= 1.5 m = 150 cm= 1.0 m






= 40 / 4.5= 8.889 kg/cm2

= 88.89 T/m2





Corrected N value




22

= 2.0 m = 200 cm= 3.0 m = 300 cm= 1.0 m






= 25 / 4.5= 5.556 kg/cm2

= 55.56 T/m2





Corrected N value




23

= 2.0 m = 200 cm= 3.0 m = 300 cm= 1.0 m






= 40 / 4.5= 8.889 kg/cm2

= 88.89 T/m2





Corrected N value




24

NAME OF THE WORK : SOIL INVESTIGATION WORKS FOR GOLE BAZAR CHHAKData for the safe Bearing capacity calculation:

(NonCohesive Soil)SPT 'N' = 100 unconfined compressive strength qu = N/7.5 kg/cm2

= 58 C = qu/2 = 0.00 T/sq.mDepth = 1.5 M = 42 degreeWidth = 2.0 M yt = 1.72 gm/cc

If the 36 General shear failure condition is to be considered.

LOCAL SHEAR FAILURE CONDITION' = tan^ (-1)(0.67x tan) = 31.0 DegreeC' = 0.67C = 0.00 T/sq.m

AS PER IS :6403-1981,TABLE-1 = 2.59 (from lab test)Nc' = 33.336 G = 2.59Nq' = 21.380 q = Yt X Df

N' = 27.526 = 1.72 X 1.50 = 2.58 T/M `By = Width X Yt

2.0 X 1.72 = 3.4 T/M AS PER IS :6403-1981,TABLE-2 Sc = 1.0 Sq = 1.0 Sy = 1.0 AS PER IS :6403-1981,5.1.2.2dc = 1.25 dq = 1.12 d = 1.12 (Since > 10)

AS PER IS :6403-1981,5.1.2.3ic = 1 iq = 1 i = 1 W = 1.0

1.0Qult = (C NcSc dc ic)+y.d.(Nq-1)Sq dq iq+1/2 By NySy dy Iy W'

= x 33.34 x 1.0 x 1.25 x 1+ 2.58 x 20.38 x 1.0 x 1.12 x 1+ 0.5 x 3.4 x 27.53 x 1.0 x 1.12 x 1.0 x 1.0

= 0.0 + 58.89 + 53.026= 111.916 T/M

Qult = 111.92 T/sq.M3

SBC = 37.31 T/sq.m

0.000

Assuming the Factor of Safety as =

Based on the above 'N' value the following ' ' values are obtained from the fig.1 of the IS: 6403-1981 less soils (C=0). And for cohesive soils ( =0) the 'c' value is considered from the relation "Note:- Where ever the test results are not available the same was assumed based on the available values.

Specific gravity of soil at 1.5 m depth (G)

Assuming the depth factor, shape factor and load inclination factors as unity.Assuming the water table correction factor (W') as the ultimate bearing capacity is calculated as below:

CADD CONSULTING ENGINEERS (P) LTD Bore hole no:-1GEO - TECHNICAL INVESTIGATION & Sheet No :- 1


Corrected '

25

NAME OF THE WORK : SOIL INVESTIGATION WORKS FOR GOLE BAZAR CHHAKData for the safe Bearing capacity calculation:

(NonCohesive Soil)SPT 'N' = 100 (ASSUMED) unconfined compressive strength qu = N/7.5 kg/cm2





N' = 27.526 = 1.72 X 3.00 = 5.16 T/M `By = Width X Yt

2.0 X 1.72 = 3.4 T/M AS PER IS :6403-1981,TABLE-2

Sc = 1.0 Sq = 1.0 Sy = 1.0 AS PER IS :6403-1981,5.1.2.2

dc = 1.50 dq = 1.25 d = 1.25 (Since > 10) AS PER IS :6403-1981,5.1.2.3

ic = 1 iq = 1 i = 1 W = 1.0


= x 33.34 x 1.0 x 1.50 x 1+ 5.16 x 20.38 x 1.0 x 1.25 x 1+ 0.5 x 3.4 x 27.53 x 1.0 x 1.25 x 1.0 x 1.0

= 0.0 + 131.451 + 59.18= 190.632 T/M

Qult = 190.63 T/sq.M3

SBC = 63.54 T/sq.m



Corrected 'N'

0.000


Based on the above 'N' value the following ' ' values are obtained from the fig.1 of the IS: 6403-1981 for cohesion less soils (C=0). And for cohesive soils ( =0) the 'c' value is considered from the relation "Note:- Where ever the test results are not available the same was assumed based on the available values.



26

SUMMARY OF GEOTECHNICAL PARAMETERS & SAFE BEARING CAPACITY

BH DEPTH

BGLTYPE OF BULK DENSITY, SPT-N

N CORRECTI

ON ARRIVED ALLOWABLE BERING PRESSURE

ALLOWABLE BERING PRESSURE

NO (M) SAMPLE gm/cc VALUE VALUEC

KG/CM2

DEGREE SBC T/MFOR 25mm

SETTELEMENT T/MFOR 40mm

SETTELEMENT T/M

-0.5

- -

-

CADD CONSULTING ENGINEERS (P) LTD.GEO - TECHNICAL INVESTIGATION &


1.5

-DS

FOOTING IN M

SHEAR PARAMETER

1

2X2 - -

(2X2)

BH NO :- 1 SHEET NO : 1

63.54 55.6

-

88.9SPT N>100

58

58

-

-

NAME OF WORK:- SOIL INVESTIGATION WORKS FOR GOLE BAZAR CHHAK.

-

SPT N>100(2X2) 37.31 88.955.6

-

3.0

27

CADD CONSULTING ENGINEERS PVT.LTD GEO-TECHNICAL INVESTIGATION &


Sheet No:1

ANALYSIS OF THE SUB SOIL INVESTIGATION TEST RESULT

LOCATION: -GOLE BAZAR CHHAK(390 MT).

BOREHOLE NO- 1

Borehole no- -1, was sunk up to an average depth of 12.5m the sub soil strata of the Borehole is given in

litho logical form and summarized as follows.

STRATUM

The top layer up to an average depth up to 0.5 m consists of sand and from 0.5m to 1.5m depth is compacted fine sand mixed with gravel. And from 1.5m to 3.0m depth is boulders.

The stratum below an average depth from 3.0 m to 11.5 m is consists soft rock and from 11.5m to 12.5m depth is hard granite rock,

The strata are moderately medium to very dense compact and low to medium plasticity. The SPT value tabulated in bore log data sheet.

The core recovery was observed during investigation and tabulated in bore log data sheet. The ground water table was encountered at 3.6m within boring depth.

ENGINEERING PROPERTIES OF SOIL PROJECT: GOLE BAZAR CHHAK (BH NO - 02 )

\

Sl. N

o.

soil

sam

ple c

ollec

ted at

Type

of s

ampl

e co

llecte

d at


Field

Moi

sture

Con

tent

in %

Bu

lk De

nsity

in g

m/cc

.

Dry

Dens

ity in

gm/cc

.

Cohe

sion

(C) K

gf/cm

Angl

e of s

hear

ing

resis

tance

()

In d

egre

e Sp

ecifi

c Gra

vity

Void

Rati

o

D.F.

S. in

%

Field

S.P

.T. v

alue

Grou

p of

soil

Fine

Gra

vel in

%

(10m

m to

4.75

mm

)

Coar

se sa

nd in

%

(4.75

mm

to 2.

00m

m)

Medi

um sa

nd in

%

(2m

m to

0.42

5mm

)

Fine

sand

in %

(0

.425m

m to

0.07

5mm

)

Silt &

Clay

in %

(0

.075m

m to

0.00

1mm

)

Liqu

id L

imit i

n %

Plas

tic L

imit i

n %

Plas

ticity

Inde

x in

%

1 1.5 SPT - 2 4 12 82 34 15 19 14 - - - - 2.67 - 27 20 CL

2 3.0 UDS - 2 3 15 80 33 15 18 18 1.90 1.61 0.38 3 2.67 0.65 29 - CL

3 4.5 SPT - 3 4 18 75 33 16 17 18 - - - - 2.67 - 27 31 CL

4 6.0 SPT - 3 5 17 75 33 17 16 18 - - - - 2.67 - 26 38 CL

7.2M TO 8.2M CORE RECOVERY =30% & RQD =18%



29

32

SOAK

ED

UNSO

AKED

7.2m to 8.2m

30% 18% 0.28% 12.1% 4.1 5.4 130 135 82 2.68 2.68 42.9 1

8.2m to 9.2m

82% 62% 0.27% 10.6% 5.4 7.5 179 188 84 2.67 2.66 42.0 2

9.2m to 10.2m 85% 66% 0.26% 10.2% 5.9 9.1 218 222 92 2.67 2.66 41.1 3

NOTE:- Nj = 0.1qs= S.B.C OF ROCK IN T/M2qs (qu) X NjSBC is conservatively Restricted to 80 T / M2 for designed purposed.

1 BH-2SP

ECIF

IC G

RAVI

TY

RQD

%

CORE

REC

OVER

Y %

SL. N

O

UNCO

NFIN

ED

COMP

RESS

ION

ST

RENG

TH O

F RO

CK

IN T

/M2

(qs =

qu

* NJ)

POIN

T LO

AD S

TREN

GTH

INDE

X

MOIS

TER

CONT

ENT

(%)

SLAK

E UD

RABI

LITY

INDE

X (1

0 m

nts c

ycle)

UNIT

WEI

GHT

OF R

OCK

(g/cc

)

HARD

NESS

(H,S

CALE

MOH

S)

SOUN

DNES

S

FOUNDATION ENGINEERING.SUMMARY OF FOUNDATION DETAILS OF ROCK SAMPLES

LOCATION:-GOLE BAZAR CHHAK.

SAMP

LES

REF:

NO

BORE

HOL

E

DEPT

H OF

FOU

NDAT

ION

BGL

(m)

PORO

SITY

(MG/

(1+M

G)X1

00

BORE HOLE NO -02


33

LOCATION:-GOLE BAZER CHHAK

7.2M TO 8.2M

qs = qc x Nj


qs = 1300 x 0.1 = 130 T / M2


Where :

BH NO -02

qc = Average UCS of rock coresNj = Empirical coefficient

Including FOS 3




qs = Safe Bearing Pressure (gross)




kg / cm2

34


8.2M TO 9.2M

qs = qc x Nj


qs = 1790 x 0.1 = 179 T / M2


FOUNDATION ENGINEERING.BH NO -02



Where : qs = Safe Bearing Pressure (gross)qc = Average UCS of rock cores


kg / cm2


Nj = Empirical coefficient


35


9.2M TO 10.2M

qs = qc x Nj


qs = 2180 x 0.1 = 218 T / M2







kg / cm2




36

= 2.0 m = 200 cm= 1.5 m = 150 cm= 0.5 m



= 0.015 m d = ( WT - D)= 15.00 mm (After applying W') d/b= 30 mm Adopted water table correction (W')



= 25 / 30= 0.833 kg/cm2

= 8.33 T/m2

Corrected N value

CADD CONSULTING ENGINEERS PVT.LTD BORE HOLE:-02Sheet No : 1

ALLOWABLE BEARING PRESSURE FOR 25 MM SETTLEMENT

Width of footing (B)Depth of footing (D)Water table correction(W')

NAME OF PROJECT:-SOIL INVESTIGATION FOR GOLE BAZAR CHHAK. CALCULATION OF ALLOWABLE BEARING PRESSURE BASED ON SPT 'N' VALUE

GEOTECHNICAL INVESTIGATIONS &FOUNDATION ENGINEERING

37

= 2.0 m = 200 cm= 4.5 m = 450 cm= 0.5 m






= 25 / 24= 1.042 kg/cm2

= 10.42 T/m2

Corrected N value


FOUNDATION ENGINEERING

CALCULATION OF ALLOWABLE BEARING PRESSURE BASED ON SPT 'N' VALUE NAME OF PROJECT:-SOIL INVESTIGATION FOR GOLE BAZAR CHHAK.



GEOTECHNICAL INVESTIGATIONS &

38

= 2.0 m = 200 cm= 6.0 m = 600 cm= 0.5 m






= 25 / 18= 1.389 kg/cm2

= 13.89 T/m2

Corrected N value







39

= 2.0 m = 200 cm= 1.5 m = 150 cm= 0.5 m






= 40 / 30= 1.333 kg/cm2

= 13.33 T/m2

Corrected N value




NAME OF PROJECT:-SOIL INVESTIGATION FOR GOLE BAZAR CHHAK. CALCULATION OF ALLOWABLE BEARING PRESSURE BASED ON SPT 'N' VALUE


40

= 2.0 m = 200 cm= 4.5 m = 450 cm= 0.5 m






= 40 / 24= 1.667 kg/cm2

= 16.67 T/m2

Corrected N value







41

= 2.0 m = 200 cm= 6.0 m = 600 cm= 0.5 m






= 40 / 18= 2.222 kg/cm2

= 22.22 T/m2

Corrected N value







42

NAME OF THE WORK : SOIL INVESTIGATION WORKS FOR GOLE BAZAR CHHAK.Data for the safe Bearing capacity calculation:






N' = 8.684 = 1.72 X 1.50 = 2.58 T/M `By = Width X Yt


AS PER IS :6403-1981,5.1.2.3ic = 1 iq = 1 i = 1 W = 0.5


= x 18.36 x 1.0 x 1.21 x 1+ 2.58 x 7.956 x 1.0 x 1.10 x 1+ 0.5 x 3.4 x 8.68 x 1.0 x 1.10 x 1.0 x 0.5

= 0.0 + 22.58 + 8.2151= 30.794 T/M

Qult = 30.79 T/sq.M3

SBC = 10.26 T/sq.m

0.000







Corrected '

43







N' = 9.782 = 1.74 X 4.50 = 7.83 T/M `By = Width X Yt


Sc = 1.0 Sq = 1.0 Sy = 1.0 AS PER IS :6403-1981,5.1.2.2


ic = 1 iq = 1 i = 1 W = 0.5


= x 19.54 x 1.0 x 1.66 x 1+ 7.83 x 8.808 x 1.0 x 1.33 x 1+ 0.5 x 3.5 x 9.78 x 1.0 x 1.33 x 1.0 x 0.5

= 0.0 + 91.7256312 + 11.32= 103.044 T/M

Qult = 103.04 T/sq.M3

SBC = 34.35 T/sq.m



Corrected 'N'

0.000





44







N' = 10.880 = 1.77 X 6.00 = 10.62 T/M `By = Width X Yt


Sc = 1.0 Sq = 1.0 Sy = 1.0 AS PER IS :6403-1981,5.1.2.2


ic = 1 iq = 1 i = 1 W = 0.5


= x 20.72 x 1.0 x 1.89 x 1+ 10.62 x 9.66 x 1.0 x 1.44 x 1+ 0.5 x 3.5 x 10.88 x 1.0 x 1.44 x 1.0 x 0.5

= 0.0 + 147.728448 + 13.87= 161.594 T/M

Qult = 161.59 T/sq.M3

SBC = 53.86 T/sq.m



Corrected 'N'

0.000



Specific gravity of soil at 6.0m depth (G)


45

Depth of foundation = 3.0 mtr = 300 cmWidth of the footing = 2.0 mtr = 200 cm (Assumed)

C = 0.38 kg/cm (From lab test) = 3 (From lab test)

Void ratio e = 0.75 (Assumed)' =' = 2

G = 2.67Satureted

density =(G+e)/ (1+e) = 1.95 gm/cc

Ys = 0.954 gm/ccq = 0.954 x 300 / 1000 = 0.286 kg/cm

B = 0.954 x 200 / 1000 = 0.191 kg/cm AS PER IS :6403-1981,TABLE-1

Nc' = 5.68Nq' = 1.228

N' = 0.18 AS PER IS :6403-1981,TABLE-2

Sc = 1.3 Sq = 1.2 S = 0.8 AS PER IS :6403-1981,5.1.2.2 ( shape factor for square foundation)

dc = 1.26 dq = 1.00 d = 1.00 (Since

46

Depth of foundation = 3.0 mtr = 300 cmWidth of the footing = 2.0 mtr = 200 cm (Assumed)

C = 0.38 kg/cm (From lab test) = 3 (From lab test)

Void ratio e = 0.55 (Assumed)

G = 2.67Satureted

density =(G+e)/ (1+e) = 2.08 gm/cc

Ys = 1.077 gm/ccq = 1.077 x 300 / 1000 = 0.323 kg/cm

B = 1.077 x 200 / 1000 = 0.215 kg/cm AS PER IS :6403-1981,TABLE-1

Nc = 5.95Nq = 1.342

N = 0.27 AS PER IS :6403-1981,TABLE-2

Sc = 1.3 Sq = 1.2 S = 0.8 ( shape factor for square foundation) AS PER IS :6403-1981,5.1.2.2

dc = 1.26 dq = 1.00 d = 1.00 (Since

47

Depth of foundation = 3.0 m = 300 cm Width of foundation = 2.0 m = 200 cm

FMC = 18%Y = 1.90 gm/ccC = 0.38= 3 G= 2.67e= 0.65

Ysub= 1.01q = 0.30

A= bearing at 0.75(void ratio) = 2.42B= bearing at 0.55(void ratio) = 3.85F= void ratio at 0.65 = 0.65D= void ratio 0.75 = 0.75N= Requiard bearing capacity

at 0.65(void ratio)

N = A+{(B-A)(D-F)}/0.20N = [ 2.42 + { ( 3.85 - 2.42 ) x ( 0.75 - 0.65 )}] / 0.20

= 2.42 0.715 = 3.13 kg/cm

Taking factor of safety = 2.5

SBC = N / 2.5 + Yd / 1000= 3.13 / 2.5 + 0.304= 1.25328 + 0.30= 1.557 kg/cm= 15.57 T/M


+

CALCULATION OF SBC AT 3.0M DEPTH INTORPOLATION FOR ACTUAL VOID RATIO 0.65

Bore hole no-2Sheet No : 3

CADD CONSULTING ENGINEERS (P) LTDGEO - TECHNICAL INVESTIGATION &

48

BORE HOLE NO : 2 Size of foundation = 2 m. Depth of Foundation = m.

Significant depth = 1.5 x 2 = 3.0 m.

FROM IS CODE : 8009 (PART - 1) -1976 Sf = H X Cc / ( 1 + e0 ) x [ log10 x ( po + ^p ) / po ].

WL = Yt = G = Yd = W = Ysub = {( G - 1 ) / ( 1 + e ) } = Compression Index = Cc = x( WL - 10 )

= x( 33 - 10 )=

Initial Pressure = po = ( Ysub x Df )= T/M

Void Ratio = e0 = {( G x Yw )/ Yd )- 1= {( x 1 ) / )- 1= ( / ) - 1=

Height of Compressive Layer = Mtr. Final Settlement

Sf = H X Cc / ( 1 + e0 ) x [ log10 x ( po + ^p ) / po ]= 3 X / ( 1 + ) x [ x ( + 1 ) / ]= / x x ( / ]= X= X

= Mtr.

= mm.

Safe Bearing Capacity = T/M

Limiting Bearing Pressure for allowable Settlement 50mm.= ( x 50 )/ 46= T/M

SHEET NO : 1

0.621

46

15.57

0.658

2.67

3

1.61

3.0211.658 log10 4.021013.021log10 3.0210.207 0.6584

16.77

0.374 log10 1.3310.374 0.124

0.0464

15.57

1.6118

0.009

2.67 1.61

0.0090.207

3.021

LOCATION:-GOLE BAZAR CHHAK.

1.007

CADD CONSULTING ENGINEERS (P) LTDGEO - TECHNICAL INVESTIGATION &


SETTLEMENT CALCULATION OF FOUNDATION ON COHESIVE SOIL

3.0

33 1.902.67

49


BH DEPTH

BGL

TYPE OF BULK DENSITY, SPT-N N

CORRECTION

ARRIVED

ALLOWABLE

BERING PRESSURE


ALLOWABLE BERING

PRESSURE


KG/CM2

DEGREE SBC T/MFOR 50

mm SETTELEMENT T/M

FOR 25mm SETTELEME

NT T/M

FOR 40mm SETTELEMENT

T/M

3.0

-SPT

FOOTING IN M

SHEAR PARAMETER

-2X21.5

0.38 31.90

20 -

(2X2)


34.35 10.42 16.67



31

-

23 -

8.33 13.3310.26

NAME OF WORK:- SOIL INVESTIGATION WORKS FOR GOLE BAZAR CHHAK.

-

UDS -(2X2) 15.57 --

18

4.5

13.89 22.226.0 (2X2) SPT - 38 27

2

-

16.77

-

-- - 53.86

SPT -

50



Sheet No:1


PROJECT: GOLE BAZAR CHHAK.

BOREHOLE NO- 2

Borehole no- 2, was sunk up to an average depth of 10.4m the sub soil strata of the Borehole is given in litho

logical form and summarized as follows.

STRATUM

The top layer up to an average depth up to 1.5 m consists of packing boulders and from 1.5m to 7.2m depth is hard clay.

The stratum below an average depth from 7.2 m to 10.4 m is consists rock strata

The strata are moderately medium to dense compact and medium plasticity.

The SPT value tabulated in bore log data sheet. The core recovery was observed during investigation and tabulated in bore log data sheet.

The ground water table was encountered at 1.9m within boring depth.

ENGINEERING PROPERTIES OF SOIL

PROJECT: ARABIND SCHOOL,CHAINGE-1421.8M (BH NO- 3 )

Sl. N

o.

soil

sam

ple

colle

cted

at

Type

of s

ampl

e co

llecte

d at


Field

Moi

sture

Co

nten

t in

% Bu

lk De

nsity

in

gm/cc

. Dr

y De

nsity

in

gm/cc

. Co

hesio

n (C

) Kg

f/cm

Angl

e of s

hear

ing

resis

tance

()

In d

egre

e Sp

ecifi

c Gra

vity

Void

Rati

o

D.F.

S. in

%

Field

S.P

.T. v

alue

Grou

p of

soil

Fine

Gra

vel in

%

(10m

m to

4.75

mm

)

Coar

se sa

nd in

%

(4.75

mm

to

2.00m

m)

Medi

um sa

nd in

%

(2m

m to

0.42

5mm

) Fi

ne sa

nd in

%

(0.42

5mm

to

0.075

mm

) Si

lt & C

lay in

%

(0.07

5mm

to

0.001

mm

)

Liqu

id L

imit i

n %

Plas

tic L

imit i

n %

Plas

ticity

Inde

x in

%

1 1.5 SPT - 6 18 71 5 NP NP NP 12 - - - - 2.61 - 11 SP

2 3.0 SPT - 8 21 67 4 NP NP NP 12 - - - - 2.60 - 16 SP

3 4.5 SPT - 10 18 66 6 NP NP NP 13 - - - - 2.60 - 18 SP

4 6.0 SPT - 6 11 25 58 31 14 17 18 - - - - 2.67 - 24 40 CL

5 7.5 SPT - 8 13 19 60 31 15 16 18 - - - - 2.67 - 28 42 CL

6 9.0 SPT - 6 21 23 50 30 14 16 18 - - - - 2.66 - 57 CL 9.5M TO 10.5M CORE RECOVERY =22% & RQD =NIL 10.5M TO 11.5M CORE RECOVERY = 25% & RQD =12% 11.5M TO 12.5M CORE RECOVERY = 30% & RQD = 18%


13.5M TO 14.5M CORE RECOVERY =40% & RQD = 31%

14.5M TO 15.0M CORE RECOVERY = 52% & RQD = 40% 52

54

SOAK

ED

UNSO

AKED

9.5m to

10.5m22% NIL 0.28% 12.1% 4.1 - - - 82 2.68 2.68 42.9 1

10.5m to 11.5m 25% 12% 0.27% 10.6% 4.2 4.5 108 112 84 2.67 2.66 42.0 2

11.5m to 12.5m 30% 18% 0.26% 10.2% 4.4 5.1 123 129 87 2.67 2.66 41.1 3

12.5m to 13.5m 38% 24% 0.29% 11.4% 4.7 5.5 132 139 88 2.69 2.66 43.8 4

13.5m to 14.5m 40% 31% 0.31% 11.4% 5.2 5.8 141 147 87 2.67 2.66 45.5 5

14.5m to 15.0m 52% 40% 0.31% 11.0% 5.5 6.1 147 153 88 2.67 2.66 45.5 6


BORE HOLE NO -03


UNIT

WEI

GHT

OF R

OCK

(g/cc

)

HARD

NESS

(H,S

CALE

MOH

S)

SOUN

DNES

S

FOUNDATION ENGINEERING.SUMMARY OF FOUNDATION DETAILS OF ROCK SAMPLES

LOCATION:-R&B SAMBALPUR (ARABIND SCHOOL),(CHAINGE-1421.8M).

SAMP

LES

REF:

NO

BORE

HOL

E

DEPT

H OF

FOU

NDAT

ION

BGL

(m)

PORO

SITY

(MG/

(1+M

G)X1

00

1 BH-3

SPEC

IFIC

GRA

VITY

RQD

%

CORE

REC

OVER

Y %

SL. N

O

UNCO

NFIN

ED

COMP

RESS

ION

ST

RENG

TH O

F RO

CK

IN T

/M2

(qs =

qu

* NJ)

POIN

T LO

AD S

TREN

GTH

INDE

X

MOIS

TER

CONT

ENT

(%)

SLAK

E UD

RABI

LITY

INDE

X (1

0 m

nts c

ycle)

55

LOCATION:-ARABIND SCHOOL,(CHAINGE-1421.8M).

10.5M TO 11.5M

qs = qc x Nj


qs = 1080 x 0.1 = 108 T / M2




kg / cm2

Including FOS 3




qs = Safe Bearing Pressure (gross)


Where :

BH NO -03

qc = Average UCS of rock coresNj = Empirical coefficient

56


11.5M TO 12.5M

qs = qc x Nj


qs = 1230 x 0.1 = 123 T / M2







kg / cm2




57


12.5M TO 13.5M

qs = qc x Nj


qs = 1320 x 0.1 = 132 T / M2







kg / cm2




58


13.5M TO 14.5M

qs = qc x Nj


qs = 1410 x 0.1 = 141 T / M2







kg / cm2




59


14.5M TO 15.0

qs = qc x Nj


qs = 1470 x 0.1 = 147 T / M2







kg / cm2




60

= 2.0 m = 200 cm= 1.5 m = 150 cm= 0.5 m






= 25 / 60= 0.417 kg/cm2

= 4.17 T/m2

Corrected N value




NAME OF PROJECT:-SOIL INVESTIGATION NEAR ARABIND SCHOOL. CALCULATION OF ALLOWABLE BEARING PRESSURE BASED ON SPT 'N' VALUE


61

= 2.0 m = 200 cm= 3.0 m = 300 cm= 0.5 m






= 25 / 34= 0.735 kg/cm2

= 7.35 T/m2

Corrected N value



CALCULATION OF ALLOWABLE BEARING PRESSURE BASED ON SPT 'N' VALUE NAME OF PROJECT:-SOIL INVESTIGATION NEAR ARABIND SCHOOL.




62

= 2.0 m = 200 cm= 4.5 m = 450 cm= 0.5 m






= 25 / 32= 0.781 kg/cm2

= 7.81 T/m2

Corrected N value







63

= 2.0 m = 200 cm= 6.0 m = 600 cm= 0.5 m






= 25 / 18= 1.389 kg/cm2

= 13.89 T/m2

Corrected N value







64

= 2.0 m = 200 cm= 7.5 m = 750 cm= 0.5 m






= 25 / 17= 1.471 kg/cm2

= 14.71 T/m2

Corrected N value







65

= 2.0 m = 200 cm= 9.0 m = 900 cm= 0.5 m






= 25 / 13= 1.923 kg/cm2

= 19.23 T/m2

Corrected N value







66

= 2.0 m = 200 cm= 1.5 m = 150 cm= 0.5 m






= 40 / 60= 0.667 kg/cm2

= 6.67 T/m2

Corrected N value




NAME OF PROJECT:-SOIL INVESTIGATION NEAR ARABIND SCHOOL. CALCULATION OF ALLOWABLE BEARING PRESSURE BASED ON SPT 'N' VALUE


67

= 2.0 m = 200 cm= 3.0 m = 300 cm= 0.5 m






= 40 / 34= 1.176 kg/cm2

= 11.76 T/m2

Corrected N value







68

= 2.0 m = 200 cm= 4.5 m = 450 cm= 0.5 m






= 40 / 32= 1.250 kg/cm2

= 12.50 T/m2

Corrected N value







69

= 2.0 m = 200 cm= 6.0 m = 600 cm= 0.5 m






= 40 / 18= 2.222 kg/cm2

= 22.22 T/m2

Corrected N value







70

= 2.0 m = 200 cm= 7.5 m = 750 cm= 0.5 m






= 40 / 17= 2.353 kg/cm2

= 23.53 T/m2

Corrected N value







71

= 2.0 m = 200 cm= 9.0 m = 900 cm= 0.5 m






= 40 / 13= 3.077 kg/cm2

= 30.77 T/m2

Corrected N value







72

NAME OF THE WORK : SOIL INVESTIGATION WORKS NEAR ARABIND SCHOOL.Data for the safe Bearing capacity calculation:






N' = 8.684 = 1.72 X 1.50 = 2.58 T/M `By = Width X Yt


AS PER IS :6403-1981,5.1.2.3ic = 1 iq = 1 i = 1 W = 0.5


= x 18.36 x 1.0 x 1.21 x 1+ 2.58 x 7.956 x 1.0 x 1.10 x 1+ 0.5 x 3.4 x 8.68 x 1.0 x 1.10 x 1.0 x 0.5

= 0.0 + 22.58 + 8.2151= 30.794 T/M


SBC = 10.26 T/sq.m

0.000







Corrected '

13

73

NAME OF THE WORK : SOIL INVESTIGATION WORKS NEAR ARABIND SCHOOL. 0Data for the safe Bearing capacity calculation:






N' = 8.684 = 1.74 X 3.00 = 5.22 T/M `By = Width X Yt


Sc = 1.0 Sq = 1.0 Sy = 1.0 AS PER IS :6403-1981,5.1.2.2


ic = 1 iq = 1 i = 1 W = 0.5


= x 18.36 x 1.0 x 1.43 x 1+ 5.22 x 7.956 x 1.0 x 1.21 x 1+ 0.5 x 3.5 x 8.68 x 1.0 x 1.21 x 1.0 x 0.5

= 0.0 + 50.2516872 + 9.142= 59.393 T/M


SBC = 19.80 T/sq.m



Corrected 'N'

0.000





74







N' = 8.684 = 1.77 X 4.50 = 7.97 T/M `By = Width X Yt


Sc = 1.0 Sq = 1.0 Sy = 1.0 AS PER IS :6403-1981,5.1.2.2


ic = 1 iq = 1 i = 1 W = 0.5


= x 18.36 x 1.0 x 1.65 x 1+ 7.97 x 7.956 x 1.0 x 1.32 x 1+ 0.5 x 3.5 x 8.68 x 1.0 x 1.32 x 1.0 x 0.5

= 0.0 + 83.6477928 + 10.14= 93.792 T/M


SBC = 31.26 T/sq.m



Corrected 'N'

0.000





75







N' = 10.880 = 1.77 X 6.00 = 10.62 T/M `By = Width X Yt


Sc = 1.0 Sq = 1.0 Sy = 1.0 AS PER IS :6403-1981,5.1.2.2


ic = 1 iq = 1 i = 1 W = 0.5


= x 20.72 x 1.0 x 1.89 x 1+ 10.62 x 9.66 x 1.0 x 1.44 x 1+ 0.5 x 3.5 x 10.88 x 1.0 x 1.44 x 1.0 x 0.5

= 0.0 + 147.728448 + 13.87= 161.594 T/M

Qult = 161.59 T/sq.M3

SBC = 53.86 T/sq.m



Corrected 'N'

0.000





76







N' = 10.880 = 1.77 X 7.50 = 13.28 T/M `By = Width X Yt


Sc = 1.0 Sq = 1.0 Sy = 1.0 AS PER IS :6403-1981,5.1.2.2


ic = 1 iq = 1 i = 1 W = 0.5


= x 20.72 x 1.0 x 2.12 x 1+ 13.28 x 9.66 x 1.0 x 1.56 x 1+ 0.5 x 3.5 x 10.88 x 1.0 x 1.56 x 1.0 x 0.5

= 0.0 + 200.04894 + 15.02= 215.070 T/M

Qult = 215.07 T/sq.M3

SBC = 71.69 T/sq.m



Corrected 'N'

0.000





77







N' = 15.486 = 1.68 X 7.50 = 12.60 T/M `By = Width X Yt


Sc = 1.0 Sq = 1.0 Sy = 1.0 AS PER IS :6403-1981,5.1.2.2


ic = 1 iq = 1 i = 1 W = 0.5


= x 24.49 x 1.0 x 2.41 x 1+ 12.60 x 12.756 x 1.0 x 1.70 x 1+ 0.5 x 3.4 x 15.49 x 1.0 x 1.70 x 1.0 x 0.5

= 0.0 + 273.23352 + 22.11= 295.348 T/M

Qult = 295.35 T/sq.M3

SBC = 98.45 T/sq.m



Corrected 'N'

0.000





78


BH DEPTH

BGLTYPE OF BULK DENSITY, SPT-N

N CORRECTI

ON ARRIVED ALLOWABLE BERING PRESSURE



KG/CM2

DEGREE SBC T/MFOR 25mm

SETTELEMENT T/MFOR 40mm

SETTELEMENT T/M

57 36

29

- - 98.45 19.23 30.77

3

9.0 (2X2) SPT -

14.71 23.53

- - 53.86 13.89 22.22

- - 71.697.5 (2X2) SPT - 42

6.0 (2X2) SPT - 40 28

NAME OF WORK:- SOIL INVESTIGATION WORKS NEAR ARABIND SCHOOL. SAMBALPUR

-

SPT 16(2X2) 19.80 11.767.35

11

4.5 SPT - 18

16

17 -

4.17 6.67

(2X2)


31.26 7.81 12.50



3.0

-SPT

FOOTING IN M

SHEAR PARAMETER

-2X2 10.261.5

- --

11 -

79



Sheet No:1


PROJECT:R&B ,SAMBALPUR( NEAR ARABIND SCHOOL, CHAINGE-1421.8M (BH NO- 3 )

BOREHOLE NO- 3

Borehole no- 3, was sunk up to an average depth of 15.0m the sub soil strata of the Borehole is given in litho logical form and summarized as follows.

STRATUM

The top layer up to an average depth up to 0.5 m consists of packing boulders and from 0.5m to 4.5m depth is fine gravels. And from 4.5m to 9.5m depth is clay soil with mixed with sand.

The stratum below an average depth from 9.5 m to 15.0 m is consists rock strata

The strata are moderately medium to dense compact and low to medium plasticity. The SPT value tabulated in bore log data sheet.

The core recovery was observed during investigation and tabulated in bore log data sheet. The ground water table was encountered at 1.3m within boring depth.

ENGINEERING PROPERTIES OF SOIL PROJECT: INFRONT OF NEW MAHILA THANA. (BH NO- 4)

\

Sl. N

o.

soil

sam

ple c

ollec

ted

at

Type

of s

ampl

e co

llecte

d at


Field

Moi

sture

Con

tent

in %

Bu

lk De

nsity

in g

m/cc

.

Dry

Dens

ity in

gm/cc

.

Cohe

sion

(C) K

gf/cm

Angl

e of s

hear

ing

resis

tance

()

In d

egre

e Sp

ecifi

c Gra

vity

Void

Rati

o

D.F.

S. in

%

Field

S.P

.T. v

alue

Grou

p of

soil

Fine

Gra

vel in

%

(10m

m to

4.75

mm

)

Coar

se sa

nd in

%

(4.75

mm

to 2.

00m

m)

Medi

um sa

nd in

%

(2m

m to

0.42

5mm

) Fi

ne sa

nd in

%

(0.42

5mm

to

0.075

mm

) Si

lt & C

lay in

%

(0.07

5mm

to

0.001

mm

)

Liqu

id L

imit i

n %

Plas

tic L

imit i

n %

Plas

ticity

Inde

x in

%

1 1.5 SPT 8 6 12 26 48 30 14 16 18 - - - - 2.66 - 14 18 SC

2 3.0 SPT 35 12 8 19 26 23 NP NP 14 - - - - 2.62 - - 29 GM

3 4.5 SPT 6 8 10 52 24 18 NP NP 15 - - - - 2.63 - - 48 SP-SM

4 6.0 SPT 8 12 14 45 21 18 NP NP 15 - - - - 2.63 - - >100 SP-SM

9.5M TO 10.5M CORE RECOVERY =71% & RQD =61%

81

83

SOAK

ED

UNSO

AKED

1 BH-49.5m

to 10.5m

71% 61% 0.28% 12.1% 5.8 8.4 208 214 82 2.68 2.68 42.9 1


SL. N

O

BORE HOLE NO -04

UNIT

WEI

GHT

OF R

OCK

(g/cc

)

HARD

NESS

(H,S

CALE

MOH

S)

SOUN

DNES

S

SAMP

LES

REF:

NO

BORE

HOL

E

DEPT

H OF

FOU

NDAT

ION

BGL

(m)

UNCO

NFIN

ED

COMP

RESS

ION

ST

RENG

TH O

F RO

CK

IN T

/M2

(qs =

qu

* NJ)

POIN

T LO

AD S

TREN

GTH

INDE

X

FOUNDATION ENGINEERING.S

Final Reports of Laxmi Talkis

Documents

technical investigation

determination of type

proposed site of construction

limitations of investigation

laboratory tests

geo technical investigation

soil properties

determination of liquid