SOIL STABILIZATION BY USING GGBS

GUIDED BY :-DR. H. V. HAJARE ER. SANJAY

WANKHEDEITM- COLLEGE OF ENGINEERINGDEPARTMENT OF CIVIL

ENGINEERINGGEO SYSTEMS RESEARCH &

CONSULTANTS

IN COLLABORATION WITH

SOIL STABILIZATION BY USING GGBS

Projectees:-

Sufyan AnsariAkshata LanjewarDushyant Yadav

Akshay Kumar Bhuyarkar

GUIDED BY :-DR. H. V. HAJARE ER. SANJAY

WANKHEDE

INDUSTRIAL TIE-UP

• WE HAVE DONE OUR WORK IN COLLABORATION WITH GEOSYSTEMS RESEARCH AND CONSULTANTS, NAGPUR.

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

Before After

BLACK CLAY SOILA 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.

Black Clay Soil

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.

Ground Granulated Blast

Furnace Slag

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

1995Soil + Flyash + Lime + Gypsum

UCS, CBR, Tensile strength test

Ambarish Ghosh & Chillar

Subbarao in 2006Soil + RHA + Lime Compaction, CBR, UCS J. N. Jha in 2006

OBJECTIVE

Improve the following properties of soil:- Compressive strength of soil Shear strength of soil California bearing ratio value

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

COLLECTION OF SOIL SAMPLESite selected for Sample:-

Behind HanumanMandir, in Campus of ITM- CoE, Kamptee

TESTS TO PERFORM ON PLAIN SOILPrimary tests :-

Grain size analysis Specific gravity Liquid limit Plastic limit

GRAIN SIZE ANALYSIS

0.001 0.01 0.1 1 10 1000

20

40

60

80

100

120

Particle Size Distribution

Size of Particle

% F

iner

SPECIFIC GRAVITY

Specific Gravity of

Soil=

2.27

LIQUID LIMIT

Liquid Limit of Soil

=41.80%

PLASTIC LIMIT

Plastic Limit of Soil

=22.46%

RESULTS OF PRIMARY TESTSr. No. Description of Item Result

1 Natural Water Content 2.43 %

2 Sieve AnalysisSand = 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

CLASSIFICATION OF SOIL

CL

TESTS TO PERFORM ON MIX PROPORTIONS

Secondary tests :-

Standard Proctor test California bearing ratio test Unconfined compressive strength

test

STANDARD PROCTOR TEST

OMC = 23%MDD = 1.57

GM/CC

16.00 18.00 20.00 22.00 24.00 26.00 28.00 30.001.44

1.46

1.48

1.50

1.52

1.54

1.56

1.58 1.57SG0

Water Content

Dry

Den

sity

EFFECT OF GGBS ON OMC

0 5 10 15 20 25 30 35 40 4515.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

24.00

% of GGBS

Moi

stur

e Co

nten

t

EFFECT OF GGBS ON MDD

0 5 10 15 20 25 30 35 40 451.55

1.56

1.57

1.58

1.59

1.60

1.61

1.60

% Of GGBS

Dry

Den

sity

CALIFORNIA BEARING RATIO TEST

CBR VALUE – 2.13%0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.00.00

5.00

10.00

15.00

20.00

25.00

30.00

35.00

40.00

45.00

SG0

Penetration in mm

Load

in K

g

EFFECT OF GGBS ON CBR VALUE

0 5 10 15 20 25 30 35 40 450.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

3.55

% of GGBS

CBR

Valu

e

UNCONFINED COMPRESSIVE

STRENGTH TEST

UCS – 0.97 KG/CM2

0 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.09 0.10.00

0.20

0.40

0.60

0.80

1.00

1.200.97

SG0

Strain

Com

pres

sive

Str

ess

(Kg/

cm2)

EFFECT OF GGBS ON UCS

0 5 10 15 20 25 30 35 40 450.00

0.20

0.40

0.60

0.80

1.00

1.20

1.40

1.60

1.80 1.56

% of GGBS

UCS

CONCLUSIONThe 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.

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.

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.

REFERENCESProf. Krishna Reddy, UIC, 2008, Engineering Properties of Soils Based on Laboratory Testing. http://www.engineeringtraining.tpub.com/14070/css/14070_424.htmAshish 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. 2193-2196Effect 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.

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.

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.

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 analysisIS-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.IS-2720 Part-16: Laboratory determination of CBR.

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