stabilization of black cotton soil using black cotton soil

1. STABILIZATION OF BLACK COTTON SOIL BY
USING PLASTIC
Presentation by:
SUBHRANSU PANI
SOURABH KUMAR RAJAK
ANURUP JENA
ARUNISH
SUBRAT KUMAR DAS
AHTAJAB ALAM
ABHIJIT ROUT
YUVRAJ DEEPAK
1801227550
1801227528
1801227111
1801227117
1801227552
1801227046
1801227011
1801227624
Department Of Civil Engineering
C.V. RAMAN GLOBAL UNIVERSITY
Mrs. Bithika Ghosh
(Assistant Professor)
GUIDED BY:

2. LOCATION OF
BLACK COTTON
SOIL
THERE ARE FEW PLACES IN
ODISHA WHERE BLACK
COTTON SOIL IS AVAILABLE .
WE HAVE COLLECTED OUR
SOIL FROM
BALUGAON,CHILIKA.
https://maps.app.goo.gl/7Uzq3w
LN2F5FycE3A

3. IDENTIFICATION
OF BLACK
COTTON SOIL
• The soil which are very dark in color
and turn extremely hard on drying and
sticky and plastic on wetting

4. INTRODUCTION
Black Cotton Soil
In India, Black cotton soil forms a major group
and cover approximately 18% of the total area.
Mostly found in central and western parts in
India.
Also known as Expansive soil/ Regur Soil.
Due to peculiar properties of black cotton soil, it
forms a very poor foundation material.

5. Engineering Tests
Performed By us
o Liquid Limit
o Plastic Limit
o Wet sieve analysis
o Specific Gravity
o Standard Proctor Test
o CBR Test
o UCS Test

6. LIQUID LIMIT TEST
 The liquid limit is the moisture content at which the groove, formed by a standard tool into the sample of soil
taken in the standard cup, closes for 12 mm on being given 25 blows in a standard manner. This is the limiting
moisture content at which the cohesive soil passes from liquid state to plastic state.

7. LIQUID LIMIT TEST
1. 120 gm of soil sample was passed through 425micron sieve
into a dish. Water was added and a paste was formed.
2. A portion of the paste was placed in the liquid limit device.
3. Using the grooving tool, a groove was cut along the centre line
of soil.
4. Then the cup was lifted and dropped at the rate of 2 revolutions
per second until the two parts of soil touched each other for a
length of about 12mm and number of blows were recorded.
5. A portion of soil was taken from the cup in a container for
moisture content determination.
6. The tests were repeated for 3 times for blows between 10 and
40.

8. RESULT OBTAINED FROM LIQUID LIMIT
40
45
50
55
60
65
70
1 10 100
Water
content
% No of blows
Liquid Limit
𝑊𝐿 = 64.63 LIQUID LIMIT= 64.63%
Result from our Experiment
Sl .no No of Blows Water
content%
1 18 68
2 25 64.63
3 54 50

9. PLASTIC LIMIT
It is the water content at which the state of soil changes from semi-solid to plastic.

10. PLASTIC LIMIT
• Take about 20 gm of thoroughly mixed portion of the material passing
through 425 micron I.S sieve obtained in accordance with I.S. 2720 (Part
1)- 1983.
• Mix it thoroughly with distilled water in the evaporating dish till the soil
mass becomes plastic enough to be easily moulded with fingers.
• Take about 8 gm of this plastic soil mass and roll it between fingers and
glass plate with just sufficient pressure to roll the mass into a thread of
uniform diameter throughout its length. The rate of rolling shall be between
80 and 90 strokes per minute.
• Continue rolling till you get a thread of 3 mm diameter.
• Kneed the soil together to a uniform mass and re-roll. Continue the
process until the thread crumbles when the diameter is 3 mm.
• Collect the pieces of the crumbled thread in air tight container for moisture
content determination .
• Repeat the test to at least 3 times and take the average of the results
calculated to the nearest whole number.

11. TABLE OF PLASTIC LIMIT
Observation I II III
WT OF CONTAINER 12g 13g 11g
WT + WET SOIL(W1 g) 17g 18g 16g
WT + DRY SOIL(W2 g) 15g 15g 14g
WT OF WATER (W1-W2) 2g 3g 2g
WT OF OVEN DRY SOIL 5g 5g 5g
WATER CONTENT 2/5*100=40 3/5*100=60 2/5*100=40
PLASTIC LIMIT =46.67%

12. WET SIEVE ANALYSIS
Wet sieving is a procedure used to evaluate particle size distribution. It’s also used to prepare a granular
material for particle size analysis by removing fines that may impede the separation process.

13. CALCULATION
• 150gms of soil sample was taken.
• On a 75μ sieve the soil was properly washed until all
small particles are passed and it was checked if water
passing is clear.
• The retained particles are collected and dried in oven
• Weight of soil = 150gms
• Retained on 75micron sieve=18gm
•
150−80
150
X 100 = 90% PASSING
So, it’s a fine grained soil having 10% coarse content.

14. SPECIFIC GRAVITY
Specific gravity is computed as the ratio of the weight in air of a given volume of soil particles at a stated
temperature to the weight in air of an equal volume of water.
• Weight of pycnometer was recorded. Soil was added to the pycnometer to ½ to 1
3 of its height and the
weight was measured then water was added to it and again the weight was measured. And the content
was removed and weight was measured by adding water into the pycnometer. The steps were repeated
for 3 more times.

15. TABLE OF SPECIFIC GRAVITY
SAMPLE NO. WT. OF
PYCNOMETER
BOTTLE
WT. OF
PYCNOMETER+
SOIL
WT. OF
PYCNOMETER+
SOIL+WATER
WT. OF
PYCNOMETER+
WATER
SPECIFIC
GRAVITY
1 0.664KG 1.148KG 1.94KG 1.626KG 2.85
2 0.664KG 1.198KG 1.954KG 1.626KG 2.59
3 0.664KG 1.254KG 2.002KG 1.626KG 2.75
AVG= 2.73

16. STANDARD PROCTOR TEST
This is a laboratory method to determine the OMC at which a given soil type will become
dense and achieve its MDD.
Water was added 15% initially then increased by 3% at every successive trials
2.5 KGS OF SOIL WATER ADDED MOULD WAS
GREASED
25 NO. OF
BLOWS APPLIED
WT. OF MOULD +
COMPACTED SOIL

17. TABLE
DETERMINATION
NO.
1 2 3 4 5 6
Vol. of Mould(𝑐𝑚3
) 997 997 997 997 997 997
Wt. of mould, 𝑊1(g) 3976 3976 3976 3976 3976 3976
Wt. of mould +
Compacted soil,
𝑊2(g)
5636 5736 5882 5806 5776 5701
Wt. of compacted
soil, W=𝑤2 − 𝑤1(g)
1660 1760 1906 1830 1880 1725
Bulk Density,
γ𝑏=W/V g/𝑐𝑚3
1.66 1.76 1.91 1.84 1.81 1.73
Water Content w(%) 21.67 23.81 27.6 35.4 37.13 38.15
Dry Density, γ𝑑 =
γ𝑏/1+w (g/𝑐𝑚3
)
1.36 1.42 1.49 1.35 1.31 1.25

18. RESULT
OMC 27.6
MDD 1.49
1.36
1.42
1.49
1.35
1.31
1.25
1.2
1.25
1.3
1.35
1.4
1.45
1.5
1.55
0 5 10 15 20 25 30 35 40 45
DRY
DENSITY
WATER CONTENT
STANDARD PROCTOR TEST

19. CBR TEST
CBR is a measure of strength of subgrade of a road and other pave area. The results obtained by this test are
used to determine the thickness of pavement.

20. CBR TEST

21. CBR TEST RESULTS
0
50
100
150
200
250
300
350
400
450
500
0 2 4 6 8
LOAD VS. PENETRATION
PENETRATION(MM
) LOAD(MM)
PROVING RING
READING LOAD(KN) LOAD(N) (COL. 5)/9.81
(kgF)
0 0 0 0 0 0
0.5 4 20 0.2 200 20.40816
1 5.2 26 0.26 260 26.53061
1.5 6 30 0.3 300 30.61224
2 7 35 0.35 350 35.71429
2.5 7.2 36 0.36 360 36.73469
3 7.8 39 0.39 390 39.79592
3.5 8 40 0.4 400 40.81633
4 8.2 41 0.41 410 41.83673
4.5 8.4 42 0.42 420 42.85714
5 8.6 43 0.43 430 43.87755
5.5 8.8 44 0.44 440 44.89796
6 9 45 0.45 450 45.91837
6.5 9.2 46 0.46 460 46.93878
7 9.4 47 0.47 470 47.95918
CBR(2.5mm)= 2.678832
CBR(5mm)=2.134793

22. UNCONFINED COMPRESSION TEST
To determine a measure of UCS of fine-grain soil that possess sufficient cohesion to permit testing in the
unconfined state.

23. UNCONFINED COMPRESSION TEST
• 500 gram of soil is taken passing through 4.25
micron sieve.
• Desired OMC is added to the sample and properly
mixed it.
• Apply compression load to cause an axial strain at
the rate of 1/2 to 2% per min.
• Record the dial gauge reading, and the proving ring
reading every thirty seconds up to a strain of 6%.
Continue the test until failure surfaces have clearly
developed or until an axial strain of 20% is reached.

24. RESULTS
DIAL READ. STRAIN
PROVING RING
READING COL 3 *5
PROVING RING
CONST
COL
4*COL5LOAD(KN) AREA=Ao/(1-col2) stress=(col6/col7) Kn/m2
0 0 0 0 0.011 0 0.001134115 0
0.5 0.0066 0.2 1 0.011 0.011 0.001141626 9.635382729
1 0.0132 0.6 3 0.011 0.033 0.001149236 28.71471672
1.5 0.0197 1 5 0.011 0.055 0.001156949 47.53880882
2 0.0263 1.2 6 0.011 0.066 0.001164767 56.66370771
2.5 0.0329 1.4 7 0.011 0.077 0.00117269 65.66098558
3 0.0395 1.6 8 0.011 0.088 0.001180722 74.53064256
3.5 0.0461 2 10 0.011 0.11 0.001188865 92.52519832
4 0.0526 2 10 0.011 0.11 0.001197121 91.88709354
4.5 0.0592 2.2 11 0.011
0.121
0.001205493 100.3738876
5 0.0658 2.4 12 0.011 0.132 0.001213982 108.7330607
5.5 0.0724 2.5 12.5 0.011 0.1375 0.001222592 112.4659739
6 0.0789 2.6 13 0.011 0.143 0.001231325 116.1350766
6.5 0.0855 2.6 13 0.011 0.143 0.001240183 115.3055403
7 0.0921 2.6 13 0.011 0.143 0.00124917 114.4760041
C= UCS ÷ 2
= 116.4659739 ÷2
= 58.0675

25. PROGRESS
•LITERATURE REVIEW AND ROAD MAP
DISCUSSED
PRILIMINARY REVIEW
•40% WORK COMPLETED AND ALMOST
ALL TESTS ARE DONE.
REVIEW 1
•REST OF THE TESTS( CBR and UCS) ARE DONE.
80% OF WORK IS COMPLETED.
REVIEW 2
•All the work and report will be completed
before final presentation and the test results
will be kept for comparison with B.C soil added
with plastic.
•FINAL