PRESENTED BY,

INTRODUCTION MATERIAL DESCRIPTION OBJECTIVES OF PRESENT STUDY LITERATURE REVIEW METHODOLOGY MATERIAL PROPERTIES TEST RESULTS SUMMARY AND CONCLUSIONS REFERENCES

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

Soil stabilization means the improvement of the stability or bearing power of the soil by the controlled compaction; proportioning and/or addition of suitable admixture or stabilizers.

Soil stabilization is the alteration of soil to enhance their physical properties.

Strength improvementControl of shrink-swell properties of a soilImproving the load bearing capacity of a sub

grade and foundation soil to support pavements and structures

Lower the compressibility of soil and therefore reduce the settlement when structures are built on it

Increase in durability Soil waterproofing

Soil Stabilization can be done by 2 methods. They are,

Mechanical Stabilization-It involves controlled compaction. By

increasing the amount of compaction dry density of the mix, strength and durability increases.

Chemical Stabilization-It involves the addition of suitable Admixture

or Stabilizers such as lime, fly-ash, Portland cement, lime-kiln dust, cement-kiln dust, Bitumen,..etc

Black cotton soils are weak soils exhibiting high swell and shrinkage characteristics when exposed to changes in moisture content and hence have been found to be most troublesome from engineering considerations

Black cotton soil is one of the major soil deposits of India

Therefore, it is necessary to improve the properties of Black cotton soil to avoid damage to the structures

Black Cotton Soils are highly clayey soils, grayish to blackish in colour Black Cotton soils have been formed from basalt or trap Black Cotton soils contain the clay mineral ‘Montmorillonite’, which is

responsible for the excessive swelling and shrinkage characteristics of soil

Black Cotton Soil undergoes change in volume when it comes in contact with water. It expands during rainy season due to intake of water and shrinks during summer season

Typical behavior of swell and shrink of Black Cotton Soils causes problems like cracks in foundations. Hence it is necessary to improve the properties of such a soil to avoid damages of structure

In India, Black Cotton Soils cover nearly 20% of the landmass and include almost the entire Deccan plateau, Western Madhya Pradesh, parts of Gujarat, Andhra Pradesh, Uttar Pradesh, Karnataka, and Maharashtra

Black Cotton Soil causes damages in the form of cracking, undulation, differential settlements, etc. in the structures constructed over it

The most obvious way in which black cotton soils damage foundations is by uplift as they swell with increase in moisture. Swelling soils lift up and cause differential movement of the foundation, which results in distortion of floor slabs and also cause distress to the framing of a structure

In the field, expansive clay soils can be easily recognized in the dry season by the deep cracks, in roughly polygonal patterns, in the ground surface Crack patterns in Black Cotton Soil

Distorted floor slab

Bagasse Bagasse Ash

Sugarcane bagasse ash is a byproduct of sugar factories found after burning sugarcane bagasse which itself is found after the extraction of all economical sugar from sugarcane

Bagasse is used as a fuel in the same sugar industry for generation of steam and electricity. While, Bagasse Ash is used in agriculture as an organic fertilizer for crop production as it is a good source of micronutrients like Fe, Mn, Zn, and Cu

Sugarcane

Sugar factories have an excess of Bagasse during their regular production season The locally generated Bagasse and those from sugar factories present a problem

of handling, due to the bulk of the material and the large storage area required to dump the waste are major concerns

The disposal of Bagasse Ash creates a potential negative impact on the environment causing air pollution and water pollution affecting the local ecosystems

When left open it ferments and decays, thus necessitating safe disposal of the pollutant

Also, when the pollutant is inhaled in large doses it can cause a respiratory disease known as bagassiosis. The treatment of soil with bagasse ash could be a safe way of reducing the menace

In this regard an attempt has been made to check the feasibility of an agro-industrial waste product of sugar mills – Bagasse Ash as a stabilizer in stabilizing Black cotton soil

To explore the effectiveness of Bagasse Ash as a stabilizer for black cotton soil, the following objectives are planned:

To determine geotechnical properties of black cotton soil To determine the change in geotechnical properties (if any), upon

addition of different percentages of Bagasse Ash To bring out the effect of Bagasse Ash on compaction

characteristics and strength of treated soil To study the behavior of strength gain in Black cotton soil using

Bagasse Ash stabilization To arrive at the optimum dosage of Bagasse Ash To evaluate the suitable blend that can be used in the stabilization

of Black cotton soil

MATERIALSTESTS

CARRIED OUT

REMARKS PAPER

SUGARCANE BAGASSE ASH+LATERITIC SOIL

CompactionCalifornia Bearing Ratio (C.B.R.)Unconfined Compressive Strength (U.C.S.)Particle size analysisDurability

This paper was based on the study of "Bagasse Ash Stabilization of Lateritic Soil".The study showed changes in moisture – density relationships resulting in lower maximum dry densities (MDD), higher optimum moisture contents (OMC), reduction in fine fractions with higher bagasse ash content in the soil – stabilizer mixtures. A 2% bagasse ash treatment of lateritic soil yielded peak 7 days UCS and CBR values of 836 kN/m2 and 16%, respectively. Since these values are below 1,700 kN/m2 and 180% for UCS and CBR, respectively, the paper recommended for adequate cement stabilization. It implies that bagasse ash cannot be used as a ‘stand alone’ stabilizer but should be employed in admixture stabilization.

Leonardo Electronic Journal of Practices and Technologies, (2007).

MATERIALSTESTS

CARRIED OUT

REMARKS PAPER

BAGASSE ASH + CEMENT STABILIZED LATERITE SOIL

Compaction Unconfined Compressive Strength (U.C.S.)California Bearing Ratio (C.B.R.)

This paper was based on the potentiality of bagasse ash as an admixture in cement stabilized lateritic soil. Using 4% and 6% cement with variations of bagasse ash ranging from 0%, 2%, 4%, 6%, 8%, and 10% by weight of the dry soil.There was an increase in OMC for both 4% and 6% cement content with increase in bagasse ash content of 0%, 2%, 4%, 6%, 8%, and 10% by weight of the soil on the constant cement contents of 4% and 6%. There was also a tremendous improvement in the CBR with bagasse ash compared to the natural soil Thus, Bagasse ash was proved to be a good additive in soil stabilization and modification.

International Journal of Science and Engineering Investigations, (2012).

MATERIALS

TESTS CARRIED

OUT REMARKS PAPER

BLACK COTTON SOIL + BAGASSE ASH+ADDITIVES

Atterberg’s limitCompactionCalifornia Bearing Ratio (C.B.R.)Unconfined Compressive Strength (U.C.S.)

This paper was based on study of behavior of black cotton soil using bagasse ash and additives as stabilizing agent. Under this study laboratoryexperiments are carried out for different percentages(4%, 8% and 12%) of bagasse ash and additive mixproportions.It was observed that by the addition of bagasse ash for black cotton soil, the density has no significant changes. But the CBR and UCS values have been increased with the addition of 8% bagasse ash. Addition of bagasse ash gave probable increase in strength values but with the blend with cement and lime gave more increased strength values. Hence 8% of bagasse ash can be used with soil to increase the strength.

International Journal of Engineering Research & Technology (IJERT), (2013).

Procurement of materials

Preparation of Representative sample

Tests on Black cotton soil

Sieve Analysis

Gravel

Sand

Silt

ClaySpecific Gravity test

Atterberg Limits

Compaction test

Liquid Limit

Plastic Limit

Shrinkage LimitMDD

OMC

California Bearing Ratio test

Unconfined Compression test

Analysis

Results and Conclusions

1. Procurement of materials Black cotton soil

Black Cotton Soil procured nearby Gundlupet town is used as a representative soil sample in the present study. This soil is collected from an open excavation, at a depth of 1 to 1.5m below the natural ground surface

Sugarcane Bagasse AshSugarcane Bagasse Ash procured from Mandya Sugar factory is used in the present study as a stabilizer. On visual inspection the Bagasse Ash appeares dark black in colour and comes in fibrous form

Black Cotton Soil

Bagasse Ash

2. Preparation of representative soil sampleBlack Cotton Soil procured was spread and hand sorted. It was beaten to remove lumps. Then the soil was sieved through 4.75 mm IS sieve. The sieved sample was stored in tin container, ready to use.

3. Conduction of tests to determine the basic properties of Black cotton soil

Grain size analysis, Specific gravity, Atterberg’s limit test, Compaction test, Unconfined Compression Test, California Bearing Ratio test.

4. Treatment of Black cotton soil with Bagasse Ash Bagasse Ash dosage

Representative soil is treated with 4%, 8%, 12%, 16% and 20% Tests to be conductedAtterberg’s limit test, Compaction test, Unconfined Compression Test,

California Bearing Ratio test.

Sl. No.

Laboratory Test ResultRelevant IS

Codes

1 Grain Size Distribution

Gravel - 3.27 %

IS 2720 Part 4Sand - 24.03%

Silt and Clay-72.7 %

2 Specific Gravity (G) 2.7 IS 2720 Part 3

3 Water Content (Natural) (w) 8.668% IS 2720 Part 2

4 Liquid Limit (WL) 71% IS 2720 Part 5

5 Plastic Limit (WP) 35.98% IS 2720 Part 5

6 Plasticity Index (IP or P.I) 35.02% IS 2720 Part 5

Sl. No.

Laboratory Test ResultRelevant IS

Codes

7 Shrinkage Limit (WS) 82% IS 2720 Part 6

8Optimum Moisture Content (O.M.C.)

24.45% IS 2720 Part 8

9 Maximum Dry Density (M.D.D.) 13.49 KN/m3 IS 2720 Part 8

10California Bearing Ratio (C.B.R.) at OMC

2.55% IS 2720 Part 16

11Unconfined Compressive Strength (U.C.S.) at OMC

98.02 KN/m2 IS 2720 Part 10

Sl. No. Chemical Composition

Constituents Composition (%)

1 Silica (SiO2) 62.43

2 Ferrous (Fe2O3) 6.98

3 Alumina (Al2O3) 4.38

4 Loss On Ignition 4.73

5 K2O 3.53

6 Cao 2.51

7 SO3 1.48

8 Mn 0.5

9 Zn 0.3

10 Cu 0.1

Physical Properties

Specific Gravity 2.15

Solubility in water

Insoluble in water

Specific surface 3457cm2/gm

Odour Odourless

1. GRAIN SIZE ANALYSIS1. GRAIN SIZE ANALYSIS

% of Gravel= 3.27% % of sand= 24.03% % of silt & clay=72.7%

2. SPECIFIC GRAVITY2. SPECIFIC GRAVITY

Density bottle method was

adopted

Specific gravity of Black

Cotton Soil= 2.7

Hence the soil is Silty Clay

Specific gravity of Bagasse

ash= 2.15

Sl. No. Soil type Value of G

1 Sand 2.64-2.67

2 Slit 2.68-2.70

3 Clay 2.70-2.80

4Soil containing mica

or iron2.85-2.90

5 Organic soils 1.26-2.20

Typical values of specific gravity

1. Liquid limit Casagrande method Wl=71%

2. Plastic limit Wp=35.98%

Plasticity Index Ip= 35.02

In plasticity chart, the soil is positioned in MH & OH

Hence, the soil is classified as inorganic silts with high compressibility or organic silts and clays with high compressibility.

VARIATION IN ATTERBERGVARIATION IN ATTERBERG LIMITSLIMITS% of Bagasse ash Liquid limit Plastic limit Plasticity index

0 71 35.98 35.024 70 35.29 34.718 69 33.64 35.36

12 64 31.38 32.6216 66 40.94 25.0620 72 51.57 20.43

4. STANDARD PROCTOR COMPACTION TEST4. STANDARD PROCTOR COMPACTION TEST

BC soil was treated with varying percentages of bagasse ash (4%, 8%,

12%, 16%, 20%) and Standard Proctor Test was conducted as per

IS 2720 (Part 7) to study the effect of treatment of BC soil with Bagasse

Ash on compaction Characteristics.

I.S. specifications of Standard Proctor test

• No. of Layers- 3

• No. of blows per layer – 25

• Height of the fall – 30cm

• Weight of the rammer – 2.6kg

• Compactive energy - 60450kgf/m/m3Standard Proctor Mould

and Rammer

VARIATION IN COMPACTION CHARACTERISTICSVARIATION IN COMPACTION CHARACTERISTICS

VARIATION IN OMC

& MDD

% of Bagasse

ash

OMC

(%)

MDD

(KN/m3)

0 24.45 13.49

4 30.01 13.01

8 28.64 13.04

12 32.37 13.16

16 35.13 12.85

20 33.07 12.56

VARIATION IN COMPACTION CHARACTERISTICSVARIATION IN COMPACTION CHARACTERISTICS

1. Maximum Dry Density 2. Optimum Moisture Content

5. UNCONFINED COMPRESSION TEST5. UNCONFINED COMPRESSION TEST BC soil was treated with varying percentages of bagasse ash (4%, 8%,

12%, 16%, 20%). The samples were cured for 10days and UCC test was

conducted, as per IS 2720 (Part 10).

I.S. specifications for UCC test

• Dial gauge accuracy-0.01mm

• Proving ring accuracy-0.01kg

• No. of Layers - 3

• No. of blows per layer - 25

• Height of the fall - 30cm

• Weight of the rammer - 2.5kg

• Sample height- 75mmUnconfined Compression

Test apparatus

VARIATION OF UNCONFINED VARIATION OF UNCONFINED COMPRESSIVE STRENGTHCOMPRESSIVE STRENGTH

VARIATION OF UNCONFINED VARIATION OF UNCONFINED COMPRESSIVE STRENGTHCOMPRESSIVE STRENGTH

VARIATION IN UCS

% of Bagasse

ash

UCS in

KN/m2

0 98.02

4 321.11

8 373.77

12 383.42

16 346.51

20 351.53

6. CALIFORNIA BEARING RATIO TEST6. CALIFORNIA BEARING RATIO TEST

BC soil was treated with varying percentages of bagasse ash (4%,

8%, 12%, 16%, 20%). It was cured for 7days followed by soaking

for 3days. Finally CBR test will be conducted, as per IS 2720 (Part

16).

I.S. specifications of CBR test

• No. of Layers- 5

• No. of blows per layer – 56

• Height of the fall – 45 cm

• Weight of the rammer - 4.89 kg

CBR apparatus

VARIATION IN CBRVARIATION IN CBR

VARIATION IN CBRVARIATION IN CBR

% of Bagasse

ashCBR

0 2.554 2.928 3.16

12 8.5216 11.9220 8.76

Sl. No.

Particulars BC SoilSoil+4%

SCBASoil+8%

SCBASoil+12%

SCBASoil+16%

SCBASoil+20%

SCBA

1Liquid Limit,

WL (%) 71 70 69 64 66 72

2Plastic Limit,

Wp (%)35.98 35.29 33.64 31.38 40.94 51.57

3Plasticity Index,

Ip (%)35.02 34.71 35.36 32.62 25.06 20.43

4 O.M.C. (%) 24.48 30.01 28.64 32.37 35.13 33.07

5 MDD (KN/m3) 13.49 13.01 13.04 13.16 12.85 12.56

6 CBR (%) 2.55 2.92 3.16 8.52 11.92 8.76

7 UCS (KN/m2) 98.02 321.11 373.77 383.42 346.51 351.53

SUMMARY OF RESULTSSUMMARY OF RESULTS

Soil stabilization method by using waste product bagasse ash successfully improves the existing poor and expansive black cotton soil.

Bagasse ash being free of cost and available locally, proves to be economical.

Bagasse ash effectively dries wet soils and provides an initial rapid strength gain, which is useful during construction in wet, unstable ground conditions.

Bagasse ash also decreases swell potential of Black Cotton Soils by replacing some of the volume previously held by expansive clay minerals and by cementing the soil particles together.

On treatment with bagasse ash, plastic nature of soil decreases and contributes to gain in strength.

CONCLUSIONSCONCLUSIONS

Bagasse ash has effectively stabilized black cotton soil and has led to tremendous increase in compressive strength of the soil.

For the Subgrade and foundation as per IRC-37(2001) a minimum CBR value of 10% is required. The treatment of black cotton soil with bagasse ash at 16% by dry weight of soil has given a CBR value as high as 11.92%, which is ideal for a material to be used as a foundation material for structures and pavement.

The optimum dosage of bagasse ash in stabilizing black cotton soil is 16% by dry weight of the soil.

Bagasse Ash is found to influence the index and engineering properties of black cotton soil making it suitable for construction as a foundation material for structures built over it.

CONCLUSIONSCONCLUSIONS

1. Leonardo Electronic Journal of Practices and Technologies, (K. S. Gandhi) -

"Bagasse Ash Stabilization of Lateritic Soil" (2007).

2. International Journal of Engineering Research & Technology (IJERT), Vol. 2, Issue

7, ISSN: 2278-0181, (Kiran R. G, and Kiran. L) - "Analysis Of Strength

Characteristics Of Black Cotton Soil Using Bagasse Ash And Additives as

Stabilizers" (2013).

3. International Journal of Science and Engineering Investigations, vol.1, issue 2,

(Ken C. Onyelowe)- "Cement Stabilized Akwuete Lateritic Soil and the Use of

Bagasse Ash as Admixture” (2012) .

4. Soil Mechanics and foundations by B.C.Punmia.

5. IS 2720 PART(1,2,3,4,5,8.10,11,16).

THANK YOUTHANK YOU