Barboha to Pub Kandura

REPORT ON

GEOTECHNICAL INVESTIGATION

FOR

CONSTRUCTION OF RCC BRIDGE

ON

BARBOHA TO PUB KANDURA ROAD

REPORT SUBMITTED

TO

THE EXECUTIVE ENGINEER KALIABOR RURAL ROAD DIVISION,

NAGAON, ASSAM

PREPARED BY

RELIANT ENGINEERS H-2A, BYE LANE NO: 1(A, NORTH),

PANJABARI ROAD, SIXMILE, GUWAHATI - 37

PHONE NO: 094351-92896 Email: rel [email protected]

1

GEOTECHNICAL INVESTIGATION AND RECOMMENDATION FOR FOUNDATION OF BRIDGE AT BORBOHA TO PUB KANDURA. 1. INTRODUCTION: Sub-soil investigation was carried out for the construction of proposed RCC bridge. Two number of bore holes were made at the proposed site up to the depth of 26.0 metres. All works beginning from field investigation, collection of samples, laboratory testing, and interpretation of results were done as per pertinent code of practices. The results are presented in a tabular or graphical form according to convenience. 2. FIELD WORKS:

The fieldwork involved boring, recording soil profile by visual observation, collection of disturbed and undisturbed samples for laboratory test, undertaking standard penetration test etc. 3. STANDARD PENETRATION TEST: The standard penetration test is done as per IS 2131-1963 on undisturbed soil at site by hammering with a hammer of 65 Kg weight falling freely through a height of 75cm. The number of blows required to push the sampler tube through 45cm length is counted. The reading of first 15 cm distance is not counted towards standard penetration values and it is called as seating penetration. The N values are shown in the borehole logs. 4. BORE HOLE LOG : The bore hole log is numbered for identification of location and also shows the following:

(1) Date of boring. (2) Ground water table –The reading for the ground water table is taken after waiting for

sufficient time till the water level in the casing become stationary. (3) Depth of different strata from ground level. (4) Graphical representation of N-value.

5. LABORATORY TESTS ON SOIL SAMPLES: The following laboratory tests are performed on soil samples according to their feasibility (1) Grain size analysis for classification of soil. (2) Specific gravity. (3) Natural moisture content. (4) Determination of unit weight (a) Bulk (b) Dry (5) Triaxial shear test. (6) Unconfined compression test. (7) Direct shear test Summary of result:

1. Silt factor to be adopted =1.0 2. Submerged density below scour level γ = 1.01ton/m3 3. Avg. cohesion c= 0.00kg/cm 2 4. Avg.Angle of shearing resistance below scour level φ= 30ο

RELIANT ENGINEERS

TYPE VISUAL DESCRIPTION OF 15 15 15

(M) SAMPLE CM CM CMGRAPHICAL REPRESENTATION OF N-Value

AUGER & WASH BORING

DEPTHSPT

N-V

alue

LOG

G

BORE HOLE NO:1DATE OF STARTING:19-06-2013 GROUND WATER LEVEL

Name of Project: Construction of proposed RCC Bridge at Borboha to Pub Kandura

DATE OF COMPLETION:20-06-2013

BORE LOG CHART

2.00M from EGL

OF SOIL0 20 40 60 80 100

1.50 P 1 0 2 2 Brownish gray CLAY2.00 U some silt & sand.3.00 P 1 0 2 2 Whitish gray fine to 3.50 D medium SAND.4.50 P 4 5 7 12

0

1.5

3

4.5

6

0 20 40 60 80 100

5.00 D6.00 P 5 6 9 156.50 D7.50 P 7 11 14 258.00 D9.00 P 50 R R R9.50 D10.50 P R R R R11 00 D

6

7.5

9

10.5

12

11.00 D12.00 P R R R R12.50 D13.50 P R R R R14.00 D15.00 P R R R R15.50 D16.50 P R R R R

13.5

15

16.5

18

19 517.00 D18.00 P R R R R18.50 D19.50 P R R R R20.00 D 20.0M21.00 P R R R R Whitish gray fine to 21.50 D medium SAND22.50 P R R R R trace/some gravel.

19.5

21

22.5

24

25.522.50 P R R R R trace/some gravel.23.00 D24.00 P R R R R24.50 D25.50 P R R R R26.00 D 26.0M

EGL: EXISTING GROUND LEVEL R:REFUSAL;N>100P: STANDARD PENETRATION TESTU:UDISTURBED SAMPLE D: DISTURBED SAMPLE

27

28.5

30

RELIANT ENGINEERS

TYPE VISUAL DESCRIPTION OF 15 15 15

(M) SAMPLE CM CM CM

G

BORE HOLE NO:2DATE OF STARTING:21-06-2013 GROUND WATER LEVEL

Name of Project: Construction of proposed RCC Bridge at Borboha to Pub Kandura

DATE OF COMPLETION:22-06-2013

N-V

alue

OF SOIL LOG

BORE LOG CHART

2.00M from EGL

GRAPHICAL REPRESENTATION OF N-Value

AUGER & WASH BORING

DEPTHSPT

0 20 40 60 80 100

1.50 P 1 1 2 3 Brownish gray CLAY2.00 U some silt & sand.3.00 P 1 2 2 4 Whitish gray fine to 3.50 D medium SAND.4.50 P 5 6 8 14

0

1.5

3

4.5

6

0 20 40 60 80 100

5.00 D6.00 P 6 7 9 166.50 D7.50 P 9 12 14 268.00 D9.00 P 50 R R R9.50 D10.50 P 50 R R R11 00 D

6

7.5

9

10.5

12

11.00 D12.00 P 50 R R R12.50 D13.50 P R R R R14.00 D15.00 P R R R R15.50 D16.50 P R R R R

13.5

15

16.5

18

19 517.00 D 17.0M18.00 P R R R R Whitish gray fine to 18.50 D medium SAND19.50 P R R R R trace/some gravel.20.00 D21.00 P R R R R21.50 D22.50 P R R R R

19.5

21

22.5

24

25.522.50 P R R R R23.00 D24.00 P R R R R24.50 D25.50 P R R R R26.00 D 26.0M

P: STANDARD PENETRATION TESTU:UDISTURBED SAMPLE D: DISTURBED SAMPLEEGL: EXISTING GROUND LEVEL R:REFUSAL;N>100

27

28.5

30

BORE LOG CUM LABORATORY TEST RESULT Name of Project: Construction of proposed RCC Bridge at Borboha to Pub Kandura Boring method: Shell& Auger & Wash Boring dia: 150mm Date Commenced: 19.06.13 Date completed: 20.06.13 BH: 1 DEPTH OF WATER TABLE= 2.00M from EGL.

Dep

th in

met

ers b

elow

refe

renc

e

Type

s of S

ampl

e

Obs

erve

d N

-Val

ue

Gro

up S

ymbo

l

Vis

ual d

escr

iptio

n of

soil

% G

rave

l >.7

5mm

% S

and

4.75

-0.0

75 m

m

Silt

0.07

5-0.

002

% C

lay <

0.00

2 m

m

Fiel

d de

nsity

, gm

s/cm

³

Spec

ific

Gra

vity

Voi

d R

atio

Nat

ural

moi

stur

e co

nten

t

Unc

onfin

ed c

ompr

essi

ve

Stre

ngth

Kg/

cm² (

U D

)

Shear Parameter

Com

pres

sion

Inde

x C

c

LL%

PL%

Pass

ing

75 m

icro

n ( %

)

Coh

esio

n ‘c

’ K

g/cm

²

Ang

le o

f she

arin

g re

sist

ance

(Φ˚)

1.5-1.95 P 2 CL Brownish gray CLAY some silt & sand. 2.0M

2.0 U 15 25 60 1.69 2.67 0.14 0.07 10

3.0-3.45 P 2

SP

Whitish gray fine to medium SAND.

15.5M

3.5 D 100

4.5-4.95 P 12 5.0 D 100 1.84 2.66 31-DS

6.0-6.45 P 15 6.5 D 100

7.5-7.95 P 25 8.0 D 100 1.95 2.65 33-DS

9.0-9.45 P R 9.5 D 100

10.5-10.95 P R 11.0 D 100

12.0-12.45 P R 12.5 D 100 2.06 2.66 36-DS

13.5-13.95 P R 14.0 D 100

15.0-15.45 P R 15.5 D 100

U: Undisturbed Sample:: D: Disturbed Sample:: P: Standard Penetration test:: DS: Direct shear test:: R=Refusal, N-value>100


Dep

th in

met

ers b

elow

refe

renc

e

Type

s of S

ampl

e

Obs

erve

d N

-Val

ue

Gro

up S

ymbo

l

Vis

ual d

escr

iptio

n of

soil

% G

rave

l >.7

5mm

% S

and

4.75

-0.0

75 m

m

Silt

0.07

5-0.

002

% C

lay <

0.00

2 m

m

Fiel

d de

nsity

, gm

s/cm

³

Spec

ific

Gra

vity

Voi

d R

atio

Nat

ural

moi

stur

e co

nten

t

Unc

onfin

ed c

ompr

essi

ve

Stre

ngth

Kg/

cm² (

U D

)

Shear Parameter

Com

pres

sion

Inde

x C

c

LL%

PL%

Pass

ing

75 m

icro

n ( %

)

Coh

esio

n ‘c

’ K

g/cm

²

Ang

le o

f she

arin

g re

sist

ance

(Φ˚)

16.5-16.95 P R SP Whitish gray fine to medium SAND.

20.0M

17.0 D 100 2.11 2.66 38-DS

18.0-18.45 P R 18.5 D 100

19.5-19.95 P R 20.0 D 100 2.18 2.66 39-DS

21.0-21.45 P R

SP

Whitish gray fine to medium SAND, trace/some gravel. 26.0M

21.5 D 10 90

22.5-22.95 P R 23.0 D 20 80

24.0-24.45 P R 24.5 D 15 85 2.26 2.65 40-DS

25.5-25.95 P R 26.0 D 5 95



Dep

th in

met

ers b

elow

refe

renc

e

Type

s of S

ampl

e

Obs

erve

d N

-Val

ue

Gro

up S

ymbo

l

Vis

ual d

escr

iptio

n of

soil

% G

rave

l >.7

5mm

% S

and

4.75

-0.0

75 m

m

Silt

0.07

5-0.

002

% C

lay <

0.00

2 m

m

Fiel

d de

nsity

, gm

s/cm

³

Spec

ific

Gra

vity

Voi

d R

atio

Nat

ural

moi

stur

e co

nten

t

Unc

onfin

ed c

ompr

essi

ve

Stre

ngth

Kg/

cm² (

U D

)

Shear Parameter

Com

pres

sion

Inde

x C

c

LL%

PL%

Pass

ing

75 m

icro

n ( %

)

Coh

esio

n ‘c

’ K

g/cm

²

Ang

le o

f she

arin

g re

sist

ance

(Φ˚)

1.5-1.95 P 3 CL Brownish gray CLAY some silt & sand. 2.0M

2.0 U 20 20 60 1.71 2.67 0.17 0.09 10

3.0-3.45 P 4

SP

Whitish gray fine to medium SAND.

15.5M

3.5 D 100

4.5-4.95 P 14 5.0 D 100 1.86 2.66 31-DS

6.0-6.45 P 16 6.5 D 100

7.5-7.95 P 26 8.0 D 100 1.96 2.65 33-DS

9.0-9.45 P R 9.5 D 100

10.5-10.95 P R 11.0 D 100

12.0-12.45 P R 12.5 D 100 2.08 2.66 36-DS

13.5-13.95 P R 14.0 D 100

15.0-15.45 P R 15.5 D 100



Dep

th in

met

ers b

elow

refe

renc

e

Type

s of S

ampl

e

Obs

erve

d N

-Val

ue

Gro

up S

ymbo

l

Vis

ual d

escr

iptio

n of

soil

% G

rave

l >.7

5mm

% S

and

4.75

-0.0

75 m

m

Silt

0.07

5-0.

002

% C

lay <

0.00

2 m

m

Fiel

d de

nsity

, gm

s/cm

³

Spec

ific

Gra

vity

Voi

d R

atio

Nat

ural

moi

stur

e co

nten

t

Unc

onfin

ed c

ompr

essi

ve

Stre

ngth

Kg/

cm² (

U D

)

Shear Parameter

Com

pres

sion

Inde

x C

c

LL%

PL%

Pass

ing

75 m

icro

n ( %

)

Coh

esio

n ‘c

’ K

g/cm

²

Ang

le o

f she

arin

g re

sist

ance

(Φ˚)

16.5-16.95 P R SP Whitish gray fine to medium SAND. 17.0M

17.0 D 100 2.14 2.66 38-DS

18.0-18.45 P R

SP

Whitish gray fine to medium SAND, trace/some gravel. 26.0M

18.5 D 5 95

19.5-19.95 P R 20.0 D 5 95 2.20 2.66 39-DS

21.0-21.45 P R 21.5 D 10 90

22.5-22.95 P R 23.0 D 20 80

24.0-24.45 P R 24.5 D 15 85 2.27 2.65 40-DS

25.5-25.95 P R 26.0 D 5 95


Documents

Barboha to Pub Kandura