GGBS are added from 0% to 40% by dry weight of soil, first of all check the all soil property at 0 % (no GGBS) and then compare after addition of GGBS from 10% to 40%. On the basis of Standard Proctor test & Unconfined Compressive Strength test the optimum percentage of GGBS is 10%. Investigations showed that generally the engineering properties which improved with the addition of GGBS. The California bearing ratio of soil increases as the percentage of GGBS replaced in increase.

1. GUIDED BY :-
DR. H. V. HAJARE ER. SANJAY
WANKHEDE
ITM- COLLEGE OF ENGINEERING
DEPARTMENT OF CIVIL ENGINEERING
GEO SYSTEMS RESEARCH & CONSULTANTS
IN COLLABORATION WITH

2. Projectees:-
Sufyan Ansari
Akshata Lanjewar
Dushyant Yadav
Akshay Kumar Bhuyarkar
GUIDED BY :-
DR. H. V. HAJARE ER. SANJAY
WANKHEDE

3. INDUSTRIAL TIE-UP
• WE HAVE DONE OUR WORK IN COLLABORATION
WITH GEOSYSTEMS RESEARCH AND
CONSULTANTS, NAGPUR.

4. SOIL STABILIZATION
Soil stabilization is the process of improving the
engineering properties of the soil and thus making
it more stable.

5. BLACK CLAY SOIL
A soil in which there is a high content of expansive
clay known as montmorillonite that forms deep
cracks in drier seasons or years. Due to alternate
shrinkage and swelling then it is categorized as poor
soil.

6. GROUND GRANULATED BLAST
FURNACE SLAG
Ground-granulated blast-furnace slag is obtained
by quenching molten iron slag from a blast furnace
in water or steam.

7. HISTORY OF SOIL
STABILIZATION
Alteration Agent Tests carried out Done by and in year
Soil + Flyash Compaction, Triaxial shear
test, CBR, Permeability
Raymond in 1961
Soil + Flyash + Cement Particle size distribution,
UCS, Chemical analysis
Mehta in 1985
Soil + Flyash + Lime +
Cement
Compaction, UCS,
Durability, Permeability
Usmen in 1992
Soil + Flyash + Geofabric Compaction, UCS,
Swelling, CBR
Raza & Chandra in
1995
Soil + Flyash + Lime +
Gypsum
UCS, CBR, Tensile
strength test
Ambarish Ghosh & Chillar
Subbarao in 2006
Soil + RHA + Lime Compaction, CBR, UCS
J. N. Jha in 2006

8. OBJECTIVE
Improve the following properties of soil:-
 Compressive strength of
soil
 Shear strength of soil
 California bearing ratio
value

9. PROPORTIONS TAKEN
BY US
Name % of Soil % of Other Material
S0 100 00
Name % of Soil % 0f GGBS
SG10 90 10
SG20 80 20
SG30 70 30
SG40 60 40
Plain Soil
Plain Soil + GGBS

10. COLLECTION OF SOIL
SAMPLESite selected for Sample:-
Behind Hanuman
Mandir, in Campus of
ITM- CoE, Kamptee

11. TESTS TO PERFORM ON PLAIN SOIL
Primary tests :-
 Grain size analysis
 Specific gravity
 Liquid limit
 Plastic limit

12. GRAIN SIZE ANALYSIS
0
20
40
60
80
100
120
0.001 0.01 0.1 1 10 100
%Finer
Size of Particle
Particle Size Distribution

13. SPECIFIC GRAVITY

14. LIQUID LIMIT

15. PLASTIC LIMIT

16. RESULTS OF PRIMARY TEST
Sr. No. Description of Item Result
1 Natural Water Content 2.43 %
2 Sieve Analysis
Sand = 8.73 %
Clay = 91.27 %
3 Liquid Limit 41.80 %
4 Plastic Limit 22.46 %
5 Plasticity Index 19.34 %
6 Specific Gravity 2.27

17. CLASSIFICATION OF SOIL

18. TESTS TO PERFORM ON MIX
PROPORTIONS
Secondary tests :-
 Standard Proctor test
 California bearing ratio test
 Unconfined compressive strength
test

19. STANDARD PROCTOR TEST

20. OMC = 23%
MDD = 1.57
GM/CC
1.57
1.48
1.49
1.50
1.51
1.52
1.53
1.54
1.55
1.56
1.57
1.58
16.00 18.00 20.00 22.00 24.00 26.00 28.00 30.00
DryDensity
Water Content
SG0

21. EFFECT OF GGBS ON OMC
15.00
16.00
17.00
18.00
19.00
20.00
21.00
22.00
23.00
24.00
0 10 20 30 40 50
MoistureContent
% of GGBS

22. EFFECT OF GGBS ON MDD
1.60
1.56
1.57
1.58
1.59
1.60
1.61
0 5 10 15 20 25 30 35 40 45
DryDensity
% Of GGBS

23. CALIFORNIA
BEARING RATIO
TEST

24. CBR VALUE –
2.13%
0.00
5.00
10.00
15.00
20.00
25.00
30.00
35.00
40.00
45.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0
LoadinKg
Penetration in mm
SG0

25. EFFECT OF GGBS ON CBR VALUE
3.55
0.00
0.50
1.00
1.50
2.00
2.50
3.00
3.50
4.00
0 5 10 15 20 25 30 35 40 45
CBRValue
% of GGBS

26. UNCONFINED
COMPRESSIVE
STRENGTH TEST

27. UCS – 0.97
KG/CM2
0.97
0.00
0.20
0.40
0.60
0.80
1.00
1.20
0 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.09 0.1
CompressiveStress
(Kg/cm2)
Strain
SG0

28. EFFECT OF GGBS ON UCS
1.56
0.00
0.20
0.40
0.60
0.80
1.00
1.20
1.40
1.60
1.80
0 5 10 15 20 25 30 35 40 45
UCS
% of GGBS

29. CONCLUSION
The addition of 40% GGBS to the black cotton soil reduces the
optimum moisture content by 22% approximately.
With the increases of GGBS percentage optimum moisture content
goes on decreasing hence compacting ability of soil increases and
making the soil denser and harder.
Densification of soil (clay) takes place with increases in percentage
of GGBS and plasticity index is more than 17 % thus making the soil
suitable for embankment and for pavement of light and medium
traffic.
The addition of 10% GGBS to the black cotton soil increases the
dry density of soil by 2% approximately.

30. CONCLUSION CONT.
The addition of GGBS to the black cotton soil improve the soaked
CBR considerably. The addition of 40% GGBS to the black cotton soil
increases the CBR strength by 67% approximately.
CBR value increases with increases in percentage of GGBS that
show the densification of soil takes place and more suitable for
pavement thickness.
The addition of 10% GGBS to the black cotton soil increases the
unconfined compressive strength by 61% approximately.
From the laboratory investigation it can be concluded that the
industrial wastes like GGBS has the potential to modify the
engineering characteristics of expansive clay like black cotton soil.

31. FUTURE SCOPE
In the near future to study the behaviour
of Ground Granulated Blast Furnace Slag
on micro level different percentage can be
used. From the results of this report 10%
of approximate GGBS can give the
optimum result but to get the result on
micro level we can add 5% to 15% of GGBS.

32. REFERENCES
Prof. Krishna Reddy, UIC, 2008, Engineering Properties of Soils Based on
Laboratory Testing.
 http://www.engineeringtraining.tpub.com/14070/css/14070_424.htm
Ashish Kumar Pathak et al Int. Journal of Engineering Research and
Applications ISSN: 2248-9622, Vol. 4, Issue 5(Version 2), May 2014,
pg.164-171.
L. J. Minnick, W. H. Carson, R. M. Miller, Lime-Flyash Compositions for
Use in Highway Construction Proc. HRB Vol. 30 (1950) pg. 489.
E. A. Whitehurst, E. J. Yoder, Durability Tests on Lime-Stabilized Soils.
Proceedings HRB Vol. 31 (1952), pg. 529.
Journal of Applied Sciences Research, 8(4) (2012), pg. 2193-2196
Effect of Stabilization Using Flyash and GGBS in Soil Characteristics,
International Journal of Engineering Trends and Technology (IJETT) –
Volume 11 Number 6 - May 2014, pg. 284-289.

33. REFERENCES CONT.
J.M. Hoover, D.T. Davidson, Preliminary Evaluation of Some Organic
Cationic Chemicals as Stabilizing Agents for Iowa Loess, Iowa Eng. Exo.
St.1956.
Electronic Journal of Geotechnical Engineering, Vol. 17 (2012), pg. 2443-
2461.
Fly Ash Utilization Programme (FAUP), TIFAC, Vol. VIII, pg. 5.1-5.10.
International Journal of Computational Engineering Research, Vol. 03,
Issue 7.
Usmen M.A. Baradan B. Yaziei S. (1992) “Geotechnical and geo-
environmental properties of stabilized lignite flyash” Proceeding of Usmen
and Acar, Rotterdam, 419-427.
Raza S.A. Chandra D. (1995) “Strength of soil flyash mixtures with
geotextile reinforcement. Proceeding of Indian Geotechnical Conference
(IGC-95) Vol-1,355-357.

34. REFERENCES CONT.
Maher M.H., Butziger J.M Disalvo D.L and Oweis I.S (1993) “Lime sludge
amended fly ash for utilization as an engineering material”. Fly ash for soil
improvement, geotechnical special. Publication No: -36 ASCE,73-88.
Sinha K.A. Basu K. (1998) “Mounting flyash problems in growing coal
based power stations few pragmatic approaches towards a solution.”
Proceeding of international conference on flyash disposal and utilization,
CBIP, New Delhi, 15-27.
Ambarish Ghosh and Chillara Subbarao (2006) “Leaching of Lime from
flyash stabilized with Lime and Gypsum.” Journal of material in Civil
Engineering, ASCE, 106-115.
Ambrish Ghosh and Chillara Subbarao (2006) “Tensile Strength bearing
ratio and slake durability of class F flyash stabilized with lime and
gypsum”. Journal o Materials in civil engineering, ASCE,18-27.

35. REFERRED IS- CODES
IS-2720 Part-1: Preparation of dry soil sample for
various test.
IS-2720 Part-2: Determination of water content.
IS-2720 Part-3.2: Determination of specific gravity,
Section 2, Fine, medium and coarse grained soil.
IS-2720 Part-4: Grain size analysis
IS-2720 Part-5: Determination of liquid and plastic limit.
IS-2720 Part-7: Determination of water Content-Dry
density relation using light compaction.
IS-2720 Part-10: Determination of unconfined
compressive strength.