Experimental Investigation on Black Cotton Soil Using Bio-Enzyme as a Soil Stabilizer in Road Construction S.P.Kanniyappan 1 , R.G.Dhilip Kumar 2 , A.Faizuneesa 3 , S.Saranya 4 1, 2, 3, 4 Assistant Professor, Department of Civil Engineering, R.M.K Engineering College, Kavaraipettai, Tamilnadu 1 [email protected]Abstract — Bio-enzyme is a natural, non-toxic, non-flammable, non-corrosive liquid enzyme formulation fermented from vegetable extracts that improves the engineering qualities of soil, facilitates higher soil compaction densities and increases stability. Enzymes catalyse the reactions between the clay and the organic cat-ions and accelerate the cat-ionic exchange process to reduce adsorbed layer thickness. In this study, Black cotton soil with varying index properties have been tested for stabilization process and strength of the stabilized soil were evaluated after the curing period of 7 days & 14 days for various enzyme dosages 200 ml/3m 3 , 200 ml/2.5m 3 , 200ml/2m 3 , 200ml/1.5m 3 . The tests which were carried out are the California Bearing Ratio (CBR) test and Unconfined Compressive strength (UCS) test for the soil specimen. The test results indicates that bio-enzyme stabilization improves the strength of Black Cotton soil up to great extent, which indicate the bearing capacity and the resistance to deformation increases in stabilized soil. Adopting the IRC method, based on soil CBR, the pavement design thickness on stabilized soil also reduces 25 to 40%. Keywords — Black Cotton Soil, Compressive Strength, California Bearing Ratio, Shear Strength, Terrazyme, Unconfined Compressive Strength I. INTRODUCTION A. General The process of improving the strength and durability of soil is known as soil stabilization. The main aim of stabilization is cost reduction and to efficiently use the locally available material. Most common application of stabilization of soil is seen in construction of roads and airfields pavement. Chemical stabilization is done by adding chemical additives to the soil that physically combines with soil particles and alter the geotechnical properties of soil. Enzymes enhance the soil properties and provide higher soil compaction and strength. Terrazyme is non-toxic, non-corrosive and inflammable liquid which can be easily mixed with water at the optimum moisture content and improves the properties of soil and strength of soil significantly. Life of a structure increases as CBR value is increased and consistency limits are decreased. The chemical bonding of the soil particles is increased by the use of Terrazyme and a permanent structure is formed which is resistant to wear and tear, weathering and infiltration of water in soil. Apart from improving strength of soil, this bio enzyme replaces the need of granular base and sub base. Terrazyme dosage entirely depends on the type of soil, clay content and plasticity index of soil. Different parameters were considered in the present work to check the effects of Terrazyme on local soil. Sub-grade soil is an important material in highway construction. In general practice locally available material is used as sub-grade soil. In some cases, the local material does not have sufficient strength to bear the estimated loads. Such soils which do not possess sufficient strength can be stabilized using various additives like lime, cement etc. Soil improvement is a combination of physical and chemical methods for improving the characteristics of soil when it is used as a construction material. Pozzolana material like fly ash can also be used as soil stabilizer. The materials like fly ash are not easily available in every area. If fly ash is transported from distant places, transportation cost increases. An ideal soil stabilizer should be easily available, economical and eco-friendly. Terrazyme is a good alternative to the conventional soil stabilizers like fly ash, lime etc. Terrazyme is a bio-enzyme which is used as a soil stabilizer in construction of road infrastructure. It is used to improve the soil properties. It is non-toxic and natural substance. It is formulated from plants, vegetable extract and fruit extract. So it is also ecofriendly. In the present study, effect of addition of Terrazyme for improving CBR value of soil is analyzed. ISSN NO: 0975-6876 http://cikitusi.com/ CIKITUSI JOURNAL FOR MULTIDISCIPLINARY RESEARCH Volume 6, Issue 5, May 2019 234
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Experimental Investigation on Black Cotton Soil
Using Bio-Enzyme as a Soil Stabilizer in
Road Construction S.P.Kanniyappan
1, R.G.Dhilip Kumar
2, A.Faizuneesa
3, S.Saranya
4
1, 2, 3, 4 Assistant Professor, Department of Civil Engineering, R.M.K Engineering College, Kavaraipettai, Tamilnadu
Terrazyme stabilization has shown little to very high improvement in physical properties of soils. This little
improvement may be due to chemical constituent of the soil, which has low reactivity with Bio-enzyme. Therefore, it is
advisable to first examine the effect of Bio-enzyme on soil stabilization in the laboratory before actual field trials. In some cases
where the soil is very weak like highly clay to moderate soil, like silty soil to sandy soil, the effect of stabilization has improved
the CBR and unconfined compression strength.
d) Dosage of Enzyme
The Terrazyme dosage for 200ml/3m3
soils varies for 1%, 2%, 3% and 4%. The Enzyme dosage is calculated as
follows:
Bulk Density of Black Cotton Soil = 1.46 g/cc
Bulk Density = Weight/Volume
Weight = Bulk Density ×Volume
= 1.46×3.0×1000
= 4380 Kg
Therefore, Consider 5Kg Soil Sample,
For 1% Terrazyme dosage = (1/5000) ×100 = 0.02 ml
2% Terrazyme dosage = (2/5000) ×100 = 0.04 ml
3% Terrazyme dosage = (3/5000) ×100 = 0.06 ml
4% Terrazyme dosage = (4/5000) ×100 = 0.08 ml
Dosage (%) Terrazyme (ml)
1
2
3
4
0.02
0.04
0.06
0.08
2) Experimental Results of Black Cotton Soil with Bio-Enzyme
To know the Strength and Durability of Black Cotton Soil with Bio-Enzyme, Unconfined Compression Strength (UCS)
Test and California Bearing Ratio (CBR) Test is conducted.
a) Unconfined Compressive Strength (UCS) Test Observation & Results
Unconfined Compression Test is conducted with various Terrazyme dosages of 1%, 2%, 3% and 4% with 7 days
and 14 days curing period.
The Unconfined Compression Test results is as follows for 7 days curing period with various dosages of Terrazyme,
Dimensions of the mould:
Length of the mould (L) = 7 cm
Diameter of the mould (D) = 3.4 cm
Area of the mould (Ao) = 9.08 cm2
For 1% Dosage 7 Days Curing:
Observations:
TABLE V UCS (1%) 7 DAYS
Divisions (∆L) mm Proving
Divisions Load
Strain
e=∆L/L0
Area
A=A0/(1-e) cm2
Stress
P/A Kg/cm2
50
100
150
200
250
0.5
1.0
1.5
2.0
2.5
70
134
149
168.5
143
18.72
35.83
39.84
45.06
38.24
0.007
0.014
0.021
0.029
0.035
9.144
9.209
9.274
9.341
9.419
2.047
3.890
4.295
4.824
4.059
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Fig. 5 UCS (1%) graph after 7 days curing
Result:
Compressive Strength (qu) = 4.824 kg/cm2
Shear Strength = qu/2 = 2.412 kg/cm2
Shear Strength is increased from 0.472 kg/cm2 to 2.412 kg/cm
2
For 2% Dosage 7 Days Curing:
Observations:
TABLE VI
UCS (2%) 7 DAYS
Divisions (∆L) mm Proving
Divisions Load
Strain
e=∆L/L0
Area
A=A0/(1-e) cm2
Stress
P/A Kg/cm2
50
100
150
200
250
0.5
1.0
1.5
2.0
2.5
68
116
146
174
174
18.18
31.02
39.04
46.52
46.52
0.007
0.014
0.021
0.029
0.035
9.144
9.209
9.274
9.341
9.419
1.988
3.368
4.234
4.980
4.941
Fig. 6 UCS (2%) graph after 7 days curing
Result:
Compressive Strength (qu) = 4.980 kg/cm2
Shear Strength = qu/2 = 2.490 kg/cm2
Shear Strength is increased from 0.472 kg/cm2 to 2.490 kg/cm
2
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For 3% Dosage 7 Days Curing:
Observations:
TABLE VII
UCS (3%) 7 DAYS
Divisions (∆L)
mm
Proving
Divisions Load
Strain
e=∆L/L0
Area
A=A0/(1-e) cm2
Stress
P/A
Kg/cm2
50
100
150
200
250
300
350
0.5
1.0
1.5
2.0
2.5
3.0
3.5
38
95
127
184
228
222
215.5
10.16
25.403
33.96
49.201
60.96
59.36
57.62
0.007
0.014
0.021
0.029
0.035
0.043
0.050
9.144
9.209
9.274
9.341
9.419
9.478
9.558
1.111
2.758
3.662
5.267
6.472
6.263
6.02
Fig. 7 UCS (3%) graph after 7 days curing
Result:
Compressive Strength (qu) = 6.263 kg/cm2
Shear Strength = qu/2 = 3.123 kg/cm2
Shear Strength is increased from 0.472 kg/cm2 to 3.123 kg/cm
2
For 4% Dosage 7 Days Curing:
Observations:
TABLE VIII UCS (4%) 7 DAYS
Divisions (∆L)
mm
Proving
Divisions Load
Strain
e=∆L/L0
Area
A=A0/(1-e) cm2
Stress
P/A
Kg/cm2
50
100
150
200
250
0.5
1.0
1.5
2.0
2.5
32
87
150
282
282
8.55
23.26
40.11
75.41
75.41
0.007
0.014
0.021
0.029
0.035
9.144
9.209
9.274
9.341
9.419
0.935
2.525
4.325
8.073
8.006
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Fig. 8 UCS (4%) graph after 7 days curing
Result:
Compressive Strength (qu) = 8.073 kg/cm2
Shear Strength = qu/2 = 4.036 kg/cm2
Shear Strength is increased from 0.472 kg/cm2 to 4.036 kg/cm
2
The Unconfined Compression Test results is as follows for 14 days curing period with various dosages of Terrazyme,
For 1% Dosage 14 Days Curing:
Observations:
TABLE IX UCS (1%) 14 DAYS
Divisions (∆L)
mm
Proving
Divisions Load
Strain
e=∆L/L0
Area
A=A0/(1-e) cm2
Stress
P/A
Kg/cm2
50
100
150
200
250
300
0.5
1.0
1.5
2.0
2.5
3.0
20
35.8
75.2
90.2
110.2
105.00
5.35
9.57
20.11
24.12
29.47
28.77
0.007
0.014
0.021
0.029
0.035
0.043
9.144
9.209
9.274
9.341
9.419
9.478
0.585
1.039
2.168
2.583
3.128
3.035
Fig. 9 UCS (1%) graph after 14 days curing
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Result:
Compressive Strength (qu) = 3.128 kg/cm2
Shear Strength = qu/2 = 1.564 kg/cm2
Shear Strength is increased from 0.472 kg/cm2 to 1.564 kg/cm
2
For 2% Dosage 14 Days Curing:
Observations:
TABLE X UCS (2%) 14 DAYS
Divisions (∆L)
mm
Proving
Divisions Load
Strain
e=∆L/L0
Area
A=A0/(1-e) cm2
Stress
P/A
Kg/cm2
50
100
150
200
250
300
0.5
1.0
1.5
2.0
2.5
3.0
52
76
126
190
244
240
13.904
20.322
33.692
50.806
65.245
64.176
0.007
0.014
0.021
0.029
0.035
0.043
9.144
9.209
9.274
9.341
9.419
9.478
1.520
2.206
3.633
5.439
6.927
6.771
Fig. 10 UCS (2%) graph after 14 days curing Result:
Compressive Strength (qu) = 6.927 kg/cm2
Shear Strength = qu/2 = 3.384 kg/cm2
Shear Strength is increased from 0.472 kg/cm2 to 3.384 kg/cm
2
For 3% Dosage 14 Days Curing:
Observations:
TABLE XI
UCS (3%) 14 DAYS
Divisions (∆L)
mm
Proving
Divisions Load
Strain
e=∆L/L0
Area
A=A0/(1-e) cm2
Stress
P/A
Kg/cm2
50
100
150
200
250
300
0.5
1.0
1.5
2.0
2.5
3.0
80
101
172
226
342
342
21.39
27.00
45.99
60.43
91.45
91.45
0.007
0.014
0.021
0.029
0.035
0.043
9.144
9.209
9.274
9.341
9.419
9.478
2.339
2.932
4.959
6.469
9.995
9.649
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Fig. 11 UCS (3%) graph after 14 days curing
Result:
Compressive Strength (qu) = 9.995 kg/cm2
Shear Strength = qu/2 = 4.998 kg/cm2
Shear Strength is increased from 0.472 kg/cm2 to 4.998 kg/cm
2
For 4% Dosage 14 Days Curing:
Observations:
TABLE XII
UCS (4%) 14 DAYS
Divisions (∆L)
mm
Proving
Divisions Load
Strain
e=∆L/L0
Area
A=A0/(1-e) cm2
Stress
P/A
Kg/cm2
50
100
150
200
250
300
350
400
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
98
144
226
294
382
450
496
492
26.205
38.506
60.434
78.616
102.147
120.330
132.630
131.561
0.007
0.014
0.021
0.029
0.035
0.043
0.050
0.058
9.144
9.209
9.274
9.341
9.419
9.478
9.558
9.628
2.866
4.181
6.516
8.416
10.845
12.695
13.876
13.66
Fig. 12 UCS (4%) graph after 14 days curing
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Result:
Compressive Strength (qu) = 13.876 kg/cm2
Shear Strength = qu/2 = 6.830 kg/cm2
Shear Strength is increased from 0.472 kg/cm2 to 6.830 kg/cm
2
b) California Bearing Ratio (CBR) Test Observation & Results
California Bearing Ratio Test is conducted with various Terrazyme dosages of 1%, 2%, 3% and 4% with a 7 days
curing period.
The California Bearing Ratio Test results is as follows for 7 days curing period with various dosages of Terrazyme,
For 1% Dosage 7 Days Curing:
Observations:
TABLE XIII CBR (1%) 7 DAYS
Sl. No. Penetration (mm) Proving Ring Divisions Load (Kg)
1
2
3
4
5
6
7
8
9
10
11
12
13
14
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
7.0
8.0
25
53
74
88
106
119
130
137
146
152
156
158
160
160
30.02
63.67
88.85
105.66
127.27
142.88
156.09
164.49
175.30
182.51
187.31
189.71
192.11
192.11
CBR @ 2.5mm = (127.77/1370) × 100 = 9.28%
CBR @ 5.0mm = (182.51/2055) × 100 = 8.88%
Fig. 13 CBR (1%) graph after 7 days curing
Result:
CBR for 1% = 9.28%
Percentage of CBR value increased = ((9.28-5.25)/5.25)×100 = 76.76%
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For 2% Dosage 7 Days Curing:
Observations:
TABLE XIV
CBR (2%) 7 DAYS
Sl. No. Penetration (mm) Proving Ring Divisions Load (Kg)
1
2
3
4
5
6
7
8
9
10
11
12
13
14
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
7.0
8.0
17
30
52
76
112
120
133
148
160
163
168
172
179
184
20.411
36.021
62.436
91.253
134.478
144.089
159.693
177.704
192.112
195.714
201.717
206.520
214.925
220.928
CBR @ 2.5mm = (134.478/1370) × 100 = 9.81%
CBR @ 5.0mm = (195.714/2055) × 100 = 9.53%
Fig. 14 CBR (2%) graph after 7 days curing
Result:
CBR for 2% = 9.81%
Percentage of CBR value increased = ((9.8-5.25)/5.25)×100 = 86.87%
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For 3% Dosage 7 Days Curing:
Observations:
TABLE XV
CBR (3%) 7 DAYS
Sl. No. Penetration (mm) Proving Ring Divisions Load (Kg)
1
2
3
4
5
6
7
8
9
10
11
12
13
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
7.0
32
65
8
124
131
137
142
146
148
160
179
196
196
38.422
78.045
105.661
148.886
157.291
164.495
170.499
175.302
177.704
192.112
214.925
235.337
235.337
CBR @ 2.5mm = (157.291/1370) × 100 = 11.44%
CBR @ 5.0mm = (177.704/2055) × 100 = 9.35%
Fig. 15 CBR (3%) graph after 7 days curing
Result:
CBR for 3% = 11.44%
Percentage of CBR value increased = ((11.44-5.25)/5.25)×100 = 118.00%
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For 4% Dosage 7 Days Curing:
Observations:
TABLE XVI
CBR (4%) 7 DAYS
Sl. No. Penetration (mm) Proving Ring Divisions Load (Kg)
1
2
3
4
5
6
7
8
9
10
11
12
13
14
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
7.0
8.0
43
81
127
166
198
230
255
272
284
293
317
317
324
337
51.630
97.267
152.485
199.316
237.738
276.161
306.178
326.590
340.998
351.805
380.621
380.621
389.026
404.635
CBR @ 2.5mm = (237.738/1370) × 100 = 17.35%
CBR @ 5.0mm = (351.805/2055) × 100 = 17.11%
Fig. 16 CBR (4%) graph after 7 days curing
Result:
CBR for 4% = 17.35%
Percentage of CBR value increased = ((17.35-5.25)/5.25)×100 = 230.47%
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c) Consolidated Test Results
1) Unconfined Compression Strength (UCS) Test Results TABLE XVII
UCS TEST RESULTS
Dosage of
Terrazyme (%)
UCS Value
7 Days
UCS Value
14 Days
1
2
3
4
2.412
2.490
3.123
4.036
1.564
3.384
4.998
6.830
2) California Bearing Ratio (CBR) Test Results TABLE XVIII
CBR Test Results
Dosage of
Terrazyme (%)
CBR Value
(7 Days) % Increased
1
2
3
4
9.28
9.81
11.44
17.35
76.76
86.87
118.00
230.47
IV. CONCLUSIONS
The addition of Terrazyme increases the CBR Value and UCS Value of the Black Cotton Soil consistently when there
is an increase in the dosage of the Terrazyme and it is being cured for several days and also the cost of the pavement is reduced
by using Terrazyme as an admixture. The pavement construction value is reduced by 30% of the total cost with the help of this
Bio-Enzyme. As a result of soil stabilization, the bearing capacity of the foundation of the structure is increased and its strength,
water tightness, resistance to washout, and other properties are improved. Soil stabilization is widely used in the construction on
sagging soils of industrial and civil buildings.
Terrazyme stabilization has shown little to very high improvement in physical properties of soils. This little
improvement may be due to chemical constituent of the soil, which has low reactivity with Bio-enzyme. Therefore, it is
advisable to first examine the effect of Bio-enzyme on soil stabilization in the laboratory before actual field trials. In some cases
where the soil is very weak like highly clay to moderate soil, like silty soil to sandy soil, the effect of stabilization has improved
the CBR and unconfined compression strength.
Pavement design thickness also reduces to 25 to 40 percent. Moreover, in case of scarcity of granular material, only
stabilized surface with thin bituminous surfacing can fulfil the pavement design requirement with more than 10 percent saving
in cost component.
REFERENCES
[1] Rajoria, Vijay and Suneet Kaur, “A Review on Stabilization of Soil Using Bio-Enzyme", International Journal of Research in Engineering and Technology, 1999.
[2] Isaac, P.Kuncheria, P.B.Biju and A.Veeraragavan, "Soil Stabilization using Bio-enzymes for Rural Roads", Seminar on Integrated Development of Rural
and Arterial Road Network for Socio-Economic Growth, New Delhi, Vol. 2 - 2003. [3] Marasteanu and O.Mihai, "Preliminary laboratory investigation of enzyme solutions as a soil stabilizer", 2005.
[4] Naagesh, Sureka and S.Gangadhara, "Swelling properties of bio-enzyme treated expansive soil", International Journal of Engineering Studies, P.No.155-
159, 2010. [5] C.Venkatasubramanian and G.Dhinakaran, "Effect of Bio-Enzymatic Soil Stabilization on and Applied Sciences”, P.No.295-298, 2011.
[6] Agarwal, Puneet, and Suneet Kaur, "Effect of Bio-Enzyme Stabilization on Unconfined Compressive Strength of Expansive Soil", International Journal of
Research in Engineering and Technology, 2014. [7] S.M.Lim, D.C.Wijeyesekera, A.J.M.S.Lim and I.B.H.Bakar, “Critical Review of Innovative Soil Road Stabilization Techniques”, International Journal of
Engineering and Advanced Technology, June 2014.
[8] Purnima Bajpai, “Non - Conventional soil stabilization techniques the way forward to an aggregate free pavement and a cost effective method of road construction”, International Journal of Scientific & Engineering Research, June 2014.
[9] Kavish S.Mehta, Rutvij J.Sonecha, Parth D.Daxini, Parth B.Ratanpara, Kapilani S.Gaikwad, “Analysis of Engineering Properties of Black Cotton Soil &
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[11] Joydeep Sen and Jitendra Prasad Singh, “Stabilization of black cotton soil using bio enzyme for a highway material”, International Journal of Innovative
Research in Science, Engineering and Technology 2015. [12] Swathy M Muraleedharan and Niranjana K, “Stabilization of Weak Soil using Bio-Enzyme”, International Journal of Advanced Research Trends in