The document summarizes research conducted on utilizing copper slag and GGBS (ground granulated blast furnace slag) to improve the geotechnical properties of soil. The researchers conducted various tests on soil mixed with 5%, 10%, and 15% copper slag and GGBS including liquid limit, free swell index, standard Proctor compaction, and unconfined compressive strength tests. The results showed that adding both materials in a 30% replacement ratio achieved the highest dry density and unconfined compressive strength, indicating improved engineering properties of the soil.

1. ERODE SENGUNTHAR ENGINEERING COLLEGE
(An Autonomous Institution)
DEPARTMENT OF CIVIL ENGINEERING
PRESENTING
Utilization of Copper slag and GGBS to improve the Geotechnical
properties of soil
By project members
K.VALLARASU (730416103024)
A.VIGNESH (730416103026)
R.KAVIBHARATHI (730416103309)
P.RAMAKRISHNAN (730416103313)
Under the guidance of
Mr.M.BALAJI.M.E.,
Assistant professor,
Department of Civil Engineering.
REVIEW: DATE:

2. In developing countries like India, due to the remarkable
development in road infrastructure, Soil stabilization has become
the major issue in construction industry. The need of efficient
stabilization and strengthening techniques of existing soil has
resulted in research and development of newer material for
improvement. As the non-renewable raw materials for industrial
production are dwindling day-by-day, efforts are to be made for
conversion of these unwanted industrial wastes into utilizable raw
materials, which in turn controls environmental pollution. The
present study is aimed at determining the behavior of the soil
with copper slag and GGBS . The soil is collected from Gobi, Erode
district. The various testes to be conducted in the soil are Liquid
limit, free swell, standard proctor compaction, unconfined
compression test and California Bearing Ratio test.
Keywords : Soil stabilization, copper slag, GGBS, UCS, CBR.
ABSTRACT

3. INTRODUCTION
• Soil stabilization refers to process of changing soil
properties to improve strength and durability. Expansive
soil exhibits significant volume change due to change in
moisture content. The clay in this soil is rich of
montmorillonite minerals which has great ability to absorb
water. The swell-shrinkage behavior of this soil cause
damages to infrastructures such as buildings and road
pavements constructed on it. Many stabilization techniques
are widely used for improving expansive soil properties.
Here the soil is partially replaced with 5% of copper slag
and GGBS and 10% of Copper Slag and GGBS and the
engineering properties of the soil are studies by conducting
atterburg limits and Unconfined compressive strength test
and California Bearing Ratio Test.

4. LITERATURE REVIEW

5. International Journal of Management, Technology and Engineering Vol.08 No.IX
September 2018 ISSN NO: 2249-7455
AN EXPERIMENTAL STUDY ON EXPANSIVE SOIL STABILIZED WITH GGBS
CH V DURGA PRASAD1, K SAROJA RANI2, V TANUJA
Methodology :
Addition of Copper slag (10%,20%,30%,40%)
Findings:
The clay soil is replaced with 5%,10%,15%,20%,25% of GGBS and testes such as
OMC, MDD, UCC , CBR were done.
Results:
The OMC And MDD is obtained at GGBS 20%
The UCC strength is highest at 20% replacement of GGBS
CBR value is good at 20% replacement of copper slag and 20% replacement of
GGBS

6. International Research Journal of Engineering and Technology Vol.05 No.7 Jul 2018
e-ISSN: 2395-0056 p-ISSN: 2395-0072 www.irjet.net
UTILIZATION OF COPPER SLAG TO IMPROVE THE GEOTECHNICAL PROPERTIES OF SOIL
Bambhaniya Mehul Ashokbhai1, Joshi Kisan Rajubhai2, Solanki Prashant Amarabhai3,
Mehul M.Chavda4
Methodology :
Addition of Copper slag (10%,20%,30%,40%)
Findings:
The clay soil is replaced with 10%,20%,30%,40% of copper slag and testes such as
LL, SL, OMC, MDD,DST, UCC, CBR were done.
Results:
The OMC And MDD is obtained at copper slag 40%
The highest angle of friction at copper slag 40%
The UCC strength is highest at 40% replacement of copper slag
CBR value is good at 40% replacement of copper slag.

7. RASAYAN J.Chem. Vol.11 No.1 111-117 January-March 2018
ISSN:0974-1496 e-ISSN: 0976-0083 CODEN:RJCABP http://www.rasayanjournal.com
EXPERIMENTAL STUDY ON EFFFECTS OF STABIIZATION OF CLAYEY SOIL USING
COPPER SLAG AND GGBS
M.Kavisri 1, P.Senthilkumar 2, M.S.Gurukumar 3, karunin J.Pushparaj4
Methodology :
Addition of Copper slag (10%,20%,30%) and GGBS(10%,20%,30%)
Findings:
The clay soil is replaced with 10%,20%,30% of copper slag and GGBS and testes
such as OMC, MDD, UCC, CBR were done.
Results:
The OMC And MDD is obtained at copper slag 30% and GGBS 30%
The UCC strength is highest at 30% replacement of copper slag and GGBs
CBR value is good at 30% replacement of copper slag and 20% replacement of
GGBS

8. International Journal of Innovative Research in Science, Engineering and Technology
Vol.06 No.02 February 2017 ISSN (online): 2319-8753 ISSN (Print) : 2347-6710
www.ijirset.com
LABORATORY STUDY OF BLACKCOTTON SOIL BLENDED WITH COPPER SLAG AND FLY-
ASH
P.Rajendra Kumar1, P.Suresh Praveen Kumar2, G.Maheswari3.
Methodology :
Addition of Copper slag (10%,20%,30%,40%)
Findings:
The clay soil is replaced with 5%,10%,15%,20%,25%,30%,35% of Copper Slag and
testes such as OMC, MDD, CBR were done.
Results:
The OMC And MDD is obtained at Copper Slag 30%
CBR value is good at 30% replacement of copper slag both in soaked and unsoaked
condition.

9. International Journal of Structural and Civil Engineering Research Vol.01 No.7 Nov2012
AN EXPERIMENTAL STUDY ON CLAYEY SOIL STABILIZED BY COPPER SLAG
R C Gupta1, Blessen Skariah Thomas1*, PrachiGupta2, Lintu Rajan3, Dayanand
Thagriya4 *Corresponding Author
Methodology :
Addition of Copper slag (10%,20%,30%,40%)
Findings:
The clay soil is replaced with 10%,20%,30%,40%,50%,60%,70%,80%,90%,100%of
copper slag and testes such as OMC, MDD, Tri axial Test were done.
Results:
The OMC And MDD is obtained at copper slag 70% and 30%
The highest angle of friction at copper slag 50%
The combination of 70% clay with 30% C.S and 30% clay with 70% C.S was most
satisfactory combination to get good soil stabilizations.

10. OBJECTIVE
To Increase the strength of the Soil.
(a) Atterberg’s Limit
(i) Liquid Limit
(ii)Plastic limit
(b) Unconfined Compressive Strength ( Shear Strength)
(c)California Bearing Ratio Test ( Evaluate the subgrade strength)

11. METHODOLOGY
Literature review
Procurement of materials
Test on Raw Soil
Standard proctor Compaction
test
Unconfined Compression Test
California Bearing Ratio Test
Conclusion

12. Materials Used

13. SPECIFIC GRAVITY
S.NO Description Test 1 Test 2 Test 3
1 Weight of bottle (W1) 18.47 18.51 18.57
2. Weight of bottle + Dry soil (W2) 28.56 28.40 28.62
3. Weight of bottle + Soil + Water (W3) 90.88 90.20 91.02
4. Weight of bottle + water
(W4)
84.74 84.02 84.83
G = (W2 – W1) / (W4 – W1) – (W3 – W2) 2.59 2.63 2.62
Average 2.61

14. Free Swell Index

15. FREE SWELL INDEX
(A) SOIL ALONE
DETERINTION NO
1 2
1 Mass of dry soil passing 425 μ
sieve
5 5
2 Volume of water after 24 hrs
swell (vd)
9 11
3 Volume of kerosene after 24
hrs swell (vk)
6 7
4 Free swell index
((vd – vk)/vk)*100
50% 57%
5 Average
53.5%

16. FREE SWELL INDEX
(B) SOIL + 5%( GGBS & C.S)
DETERINTION NO
1 2
1 Mass of dry soil passing
425 μ sieve
5 5
2 Volume of water after 24
hrs swell (vd)
6 6.5
3 Volume of kerosene after
24 hrs swell (vk)
5 5
4 Free swell index
((vd – vk)/vk)*100
20% 30%
5 Average
25%

17. FREE SWELL INDEX
(c) SOIL + 10% ( GGBS & C.S)
DETERINTION NO
1 2
1 Mass of dry soil passing
425 μ sieve
5 5
2 Volume of water after 24
hrs swell (vd)
5.5 6
3 Volume of kerosene after
24 hrs swell (vk)
5 5
4 Free swell index
((vd – vk)/vk)*100
10% 20%
5 Average
15%

18. Free Swell Results
% Copper Slag
& GGBS 0 5 10
Free Swell (%) 53.5 25 15

19. Liquid Limit

20. LIQUID LIMIT
(A) Soil Alone
No of
Blows
% of Water
Content
17 34
23 32
27 28
34 26

21. LIQUID LIMIT
(B) Soil + 5%(GGBS & Copper Slag)
No of
Blows
% of
Water
Content
15 38
20 31
25 25
30 22

22. LIQUID LIMIT
(C) Soil + 10%(GGBS & Copper Slag)
No of Blows % of Water
Content
17 24
23 22
24 18
27 16

23. LIQUID RESULTS
Particulars
Liquid limit
Soil Alone 29
Soil + 5% (GGBS & Copper Slag) 25
Soil + 10% % (GGBS & Copper Slag) 18

24. LIQUID LIMIT
29
25
18
0
5
10
15
20
25
30
35
SOIL SOIL + 5%(GGBS &CS) SOIL + 10%(GGBS &CS)
%
of
Water
Content
LIQUID LIMIT

25. Standard Proctor Compaction

26. Standard Proctor Compaction

27. STANDARD PROCTOR
(A) SOIL ALONE
Weight of Base Plate +
Mould 4362 4362 4362
Weight of Base Plate +
Mould + Soil 6304 6524 6308
Weight of Compacted Soil 1942 2162 1946
Bulk Density 1.942 2.162 1.946
Water Content (%) 12 16 20
Dry Density 1.733 1.863 1.621

28. Maximum Dry Density = 1.863
Optimum Moisture Content = 16%
1.5
1.55
1.6
1.65
1.7
1.75
1.8
1.85
1.9
12 16 20
Dry
Density
Water Content %
Soil without copper slag and GGBS

29. STANDARD PROCTOR
(B) SOIL + 5% (GGBS & C.S)
Weight of Base Plate +
Mould 4362 4362 4362
Weight of Base Plate +
Mould + Soil 6358 6578 6440
Weight of Compacted Soil 1996 2216 2078
Bulk Density 1.996 2.216 2.078
Water Content (%) 12 16 20
Dry Density 1.782 1.910 1.728

30. Maximum Dry Density = 1.91
Optimum Moisture Content = 16%
1.6
1.65
1.7
1.75
1.8
1.85
1.9
1.95
12 16 20
Dry
Density
Water Content %
SOIL + 5% (GGBS & COPPER SLAG)

31. STANDARD PROCTOR
(C) SOIL + 10% ( GGBS & C.S)
Weight of Base Plate +
Mould 4362 4362 4362
Weight of Base Plate +
Mould + Soil 6506 6716 6484
Weight of Compacted Soil 2144 2354 2122
Bulk Density 2.144 2.354 2.122
Water Content (%) 12 16 20
Dry Density 1.910 2.02 1.76

32. Maximum Dry Density = 2.02
Optimum Moisture Content = 16%
1.6
1.65
1.7
1.75
1.8
1.85
1.9
1.95
2
2.05
12 16 20
Dry
Density
Water Content %
SOIL + 10% ( GGBS & COPPER SLAG)

33. STANDARD PROCTOR
(C) SOIL + 15% ( GGBS & C.S)
Weight of Base Plate +
Mould 4362 4362 4362
Weight of Base Plate +
Mould + Soil 6558 6824 6612
Weight of Compacted Soil 2196 2462 2250
Bulk Density 2.196 2.462 2.250
Water Content (%) 12 16 20
Dry Density 1.96 2.122 1.875

34. Maximum Dry Density = 2.122
Optimum Moisture Content = 16%
1.75
1.8
1.85
1.9
1.95
2
2.05
2.1
2.15
12 16 20
Dry
density
Water content %
SOIL + 15%( GGBS & COPPER SLAG)

35. Unconfined Compressive Strength

36. Unconfined Compressive Strength
• Observations:
Initial Diameter: 3.5 cm
Initial Length : 7cm
Initial Area : 9.62cm2

37. UCC
(A) Soil Alone
Deformation
Dial Reading
Proving ring
Reading
Force Strain Area Stress
50 13 58.76 0.007143 969.03 0.060638
100 38 171.76 0.014286 976.05 0.175974
150 57 257.64 0.021429 983.18 0.262048
200 72 325.44 0.028571 990.41 0.328592
250 84 379.68 0.035714 997.74 0.380539
300 93 420.36 0.042857 1005.19 0.41819
350 100 452 0.05 1012.75 0.446311
400 106 479.12 0.057143 1020.42 0.469532
450 110 497.2 0.064286 1028.21 0.483559
500 112 506.24 0.071429 1036.12 0.488593
550 116 524.32 0.078571 1044.15 0.50215

38. UCC
(B) Soil + 5%(GGBS &C.S)
Deformation
Dial Reading
Proving ring
Reading
Force Strain Area Stress
50 1 4.52 0.007143 969.03 0.004664
100 5 22.6 0.014286 976.05 0.023154
150 20 90.4 0.021429 983.18 0.091947
200 64 289.28 0.028571 990.41 0.292082
250 88 397.76 0.035714 997.74 0.398659
300 98 442.96 0.042857 1005.19 0.440673
350 104 470.08 0.05 1012.75 0.464163
400 110 497.2 0.057143 1020.42 0.48725
450 115 519.8 0.064286 1028.21 0.505539
500 120 542.4 0.071429 1036.12 0.523492
550 124 560.48 0.078571 1044.15 0.536781

39. UCC
(C) Soil + 10%(GGBS &C.S)
Deformation
Dial Reading
Proving ring
Reading
Force Strain Area Stress
50 7 31.64 0.007143 969.03 0.032651
100 18 81.36 0.014286 976.05 0.083356
150 34 153.68 0.021429 983.18 0.156309
200 42 189.84 0.028571 990.41 0.191679
250 49 221.48 0.035714 997.74 0.221981
300 56 253.12 0.042857 1005.19 0.251813
350 61 275.72 0.05 1012.75 0.27225
400 68 307.36 0.057143 1020.42 0.301209
450 73 329.96 0.064286 1028.21 0.320907
500 83 375.16 0.071429 1036.12 0.362082
550 88 397.76 0.078571 1044.15 0.380941

40. UNCONFINED COMPRESSIVE STRENGTH
RESULTS
0
0.1
0.2
0.3
0.4
0.5
0.6
SOIL SOIL + 5%(GGBS &CS) SOIL + 10%(GGBS & CS)
UNCONFINED COMPRESSIVE STRENGTH

41. California Bearing Ratio

42. Soil without Copper Slag and GGBS
CBR at 2.5mm penetration = ( 17/1370)*100
= 1.24%
CBR at 5 mm penetration = ( 30/2055)*100
= 1.45 %
CBR at 7.5mm penetration = ( 38/2530)*100
= 1.50 %
CBR at 10 mm penetration = ( 42/3180)*100
= 1.32 %
CBR at 12.5mm penetration = ( 48/3600)*100
= 1.33 %

43. Soil with 5% of Copper Slag and 5% of
GGBS
CBR 2.5mm penetration = ( 25/1370)*100
= 1.82%
CBR at 5 mm penetration = ( 41/2055)*100
= 1.99 %
CBR at 7.5mm penetration = ( 45/2530)*100
= 1.77%
CBR at 10 mm penetration = ( 54/3180)*100
= 1.69 %
CBR at 12.5mm penetration = ( 60/3600)*100
= 1.66%

44. Soil with 10% of Copper Slag and 10%
of GGBS
CBR at 2.5mm penetration = ( 35/1370)*100
= 2.55%
CBR at 5 mm penetration = ( 55/2055)*100
= 2.67 %
CBR at 7.5mm penetration = ( 64/2530)*100
= 2.52 %
CBR at 10 mm penetration = ( 72/3180)*100
= 2.26 %
CBR at 12.5mm penetration = ( 80/3600)*100
= 2.22 %

45. CONCLUSION
• Using of Copper Slag and GGBS in the soil at
10% replacement will give strength to the soil
when compared to the soil without Copper
Slag and GGBS.
• Keeping in the view the performances of
above two low cost waste materials there can
be possible in the combined use of Copper
Slag and GGBS to increase the engineering
properties of the soil.