“IMPROVEMENT THE ENGINEERING PROPERTIES

OF EXPANSIVE SOIL BY USING BAGASSE ASH AND

GROUND NUT SHELL ASH”

Guided By:- Mr. Amar Salariya

:- Ms. Ankita Patel

By:- Patel vivek (110780106005)

Patel Vijay (110780106004)

Patel Sahil (110780106012)

Patel Sanket (110780106031)

CONTENT

WHY WE CHOOSE THIS TOPIC

INTRODUCTION

SCOPE AND OBJECTIVE

LITERATURE REVIEW

METHODOLOGY

TEST

TEST RESULT

CONCLUSION

FURTHER STUDY

REFERENCES

REASON FOR CHOOSING THIS TOPIC

The black cotton soils have low strength and very poor bearing capacity, ranging

from 5t/m2 to 10t/m2.

In this soil presence fine clay particles, so volumetric changes with the changes of

atmospheric condition and dangerous for building.

Crack are formed due to swelling and shrinkage. The crack thus formed are

sometimes 15 to 20cm wide and 2.5 to 4m deep.

This type of soil is made up of lava flows and well known for their capacity of

hold moisture and great affinity to water.

The black cotton soil are inorganic clays of medium to high compressibility and

covers approximately 20% of the total area of India.

The black cotton soil is very hard when dry ,but loses it’s strength completely when in

wet condition, So the black cotton soils has been challenge to the highway

engineering.

Continue.........

As a result of wetting and drying process vertical movement takes place in soil mass. All

these movements lead to failure of pavement , in the form of settlement heavy depression,

cracking and unevenness.

Soil map of India

introduction

What is black cotton soil? Black cotton soil also called regur soil and expensive clay. They are very fertile and black in colour. In black cotton soil deep crack in drier seasons and swells in wet season. The most important groups of clay minerals in expansive clays are:

1-Montmorillonite (bentonite) 2-Illite 3-Kaolinite

How can black cotton soil be classified? Black cotton soil can be classified depending on plasticity index .

Plastic Index Rate of Expansiveness

<20 Less Expansive

>20 to <40 Expensive

>40 to 60 Highly Expansive

>60 Very Highly Expansive

Problem occur in black cotton soil.

Failure occurs in black cotton soil by swelling and shrinkage.

WHY REQUIRED SOIL STABILIZATION?

Soil is one of nature’s most abundant construction materials. Almost all Construction is

built with or upon soil. When unsuitable construction Conditions are encountered, a

contractor has four options:

(1) Find a new construction site

(2) Redesign the structure so it can be constructed on the poor soil

(3) Remove the poor soil and replace it with good soil

(4) Improve the engineering properties of the site soils

In general, Options 1 and 2 tend to be impractical today, while in the past; Option 3 has

been the most commonly used method. However, due to improvement in technology

coupled with increased transportation costs, Option 4 is being used more often today and is

expected to dramatically increase in the future.

There are two primary methods of soil stabilization used today,

1)Mechanical

2)Chemical or additive

1) Mechanical soil stabilization

Mechanical soil stabilization

2) Chemical or additive soil stabilization

One method of improving the engineering properties of soil is by adding chemicals or other materials

to improve the existing soil. This technique is generally cost effective: for example, the cost,

transportation, and processing of a stabilizing agent or additive such as soil cement or lime .

Scope and objective

In this project we study how “Ground nut shell ash” and “Bagasse ash”

may be effectively utilized in combination with expensive soil to get an

improved quality of composite material which may be used in various soil

structure.

To use agricultural waste” Bagasse ash” and “Groundnut shell ash” as a

stabilizing material and to solve the problem of waste disposal.

Ground nut shell ash

Ground nut oil factories produce a large amount of waste after extraction of ground nut in

machines that waste when burnt, the resultant ash is known as “Ground nut shell ash”.

Bagasse ash

Sugar factories produce a large amount of waste after extraction of sugar cane in

machines that west when burnt, the resultant ash is known as “Bagasse ash”.

Following are the objectives of presenting work

Investigation of engineering properties of black cotton soil by adding “Bagasse ash” and

“Ground nut shell ash” by various tests like,

Liquid limit

Plastic limit

Specific gravity

Standard compaction test or Proctor test

CBR test

To check the expansive characteristics of black cotton soil with addition of “Bagasse ash” and

“Ground nut shell ash” by performing free swell index test.

The CBR value of the most appropriate combination of the soil with “Bagasse ash” and

“Ground nut shell ash” varying percentage will be studied at the optimum moisture content and

maximum dry density.

Literature review

1) TITLE:- waste product “bagasse ash” from sugar industry can be used as

stabilizing material for expensive soil,

AUTHOR:-

Amit S. Kharade , Vishal V. Suryavanshi, Bhikaji S. Gujar, Rohankit R.

Deshmukh. JOURNAL:- international journal of research in engineering and technology,

VOLUME:-03 Issue: 03 | Mar-2014,

CONCLUSION:-

The use of agricultural waste slightly improves the properties of expansive

soils, bagasse can be used as replacement in black cotton soil up to certain limits. The

properties which improves are discussed here ,(1) The initial laboratory test showed that

collected black cotton soil is solid and stiff. It has low permeability, high compressibility and

low bearing capacity. (2). The effective percentage replacement of bagasse ash was found to be

6% (3). The results improved at 6% replacement are as follows – The maximum dry density

increased by 5.8%, California bearing ratio (CBR) increased by 41.52% and Compressive

strength increase by 43.58% (4). The observations showed that, due to addition of bagasse ash

CBR and Compressive strength increases almost by 40%, but density shows only significant

change. (5). The blend suggested from this research is Black cotton soil + 6% replacement by

bagasse ash, without any addition of cementing or chemical material, this would be an

economic approach (6). Further more if any cementing material is added in suggested blend,

then there will be definitely more improvisation in properties of expansive soils.

2) Title: stabilization black cotton soil using ground nut shell ash,

Author: T.S. Ijimdiyaa, A.L. Ashimiyu, D.K. Abubakar

Journal: EJGE

Volume:- 17 [2012],

Conclusion:-

• The natural black cotton soil obtained at Deba Local Government Area,

Gombe State in the North Eastern Nigerian falls under the A–7–6 [5]

classification.

• The GSA increased the liquid limit from 83 % to 103 % at 10 % GSA, the

plastic limit increased from 44 % to 23 % at 2 % GSA content. The plasticity

index increased from 38.9 to 75.8 % at 10% GSA content.

• The UCS of the GSA treated black cotton soil did not improve considerably.

The increase recorded was marginal at 7 days curing period. The UCS obtained

is less than the criterion of 1034.25KN/m2 for lime-stabilized soils

recommended by Road Note 31 (TRRL, 1977).

3) Title: Stabilization of Nigerian deltaic clay (CHIKOKO) with groundnut shell

ash.

Author: George Rowland Otoko & Karibo Precious

Journal: International Journal of Engineering and Technology Research

Volume:- Vol. 2, No. 6, June 2014,

Conclusion:- it is concluded that the marine clays are characterized by low undrained shear strength,

high Atterberg limits and natural water contents. On stabilizing the soil with groundnut

shell ash (GSA), the unconfined compressive strength (UCS) improved from 315kN/m2

to 450kN/m2 (for standard Proctor compaction) and from 430kN/m2 to 525kN/m2 (for

West Africa standard compaction) at 3% and 5% groundnut shell ash content

respectively, which represents peak values of UCS. However, these improvements are

not satisfactory as they are not up to the 1710kN/m2 UCS value for 7days cured

specimens recommended by road note 31 for base material. Similar trend was observed

for the California bearing Ratio (CBR); although GSA shows progressive strength

development with longer curing periods.

Finally, the durability of the samples failed to meet the acceptable requirement.

4) Title:- Consolidation and rebound characteristics of expansive soil by using lime and

bagasse ash.

Author:- A.T.Manikandan, M.Moganraj

Journal: IJRET: International Journal of Research in Engineering and Technology

Volume:- 03 Issue: 04 | Apr-2014,

Conclusion:-A study has been conducted to investigate the fundamental properties such

as consistency, compaction, compressive strength, cationic exchange capacity,

consolidation characteristics and percentage volume change of untreated and Bagasse

ash - Lime treated soil. It can be concluded that there is an improvement of all the

geotechnical properties of Bagasse ash - Lime treated soil. The following conclusions,

based on the test results in this study, are drawn.

A series of liquid and plastic limit tests were performed on the untreated and Bagasse

ash - Lime treated soil samples. It is observed that as the increases in Bagasse ash

content with Lime, there is a marked reduction in liquid limit whereas plastic limit is

increases. From this, it can be deduced that the flow characteristics soil sample are

gradually decreasing and the increase of plastic limit implies that Bagasse ash and

Lime treated soil required more water to change it plastic state to semisolid state

5) Title: Attenuative Capacity of Compacted Black Cotton Soil treated with Bagasse Ash

Author:- Ijimdiya, T.S. Osinubi, K.J.

Journal: -EJGE

Volume:- Vol. 16 [2011], Bund. D

Conclusion:-The study evaluated the potential use of bagasse ash treated black cotton

soil as a landfill barrier material in waste containment facilities. A series of batch

equilibrium tests were carried out using different soil-bagasse ash mixtures and two

leachate samples. The results of effluent chemical analyses were used to obtain

adsorption isotherms for the four selected cations. The adsorption trend observed with

higher bagasse ash contents in the soil-bagase ash mixtures showed remarkable

increases in the sorption of the contaminants. The presence of bagasse ash in the

mixture increased the pH value which optimized the conditions that led to

immobilization of the cationic contaminants. Consequently, ionic species became fixed

in the substrate by the combination of adsorption and precipitation mechanisms. The

study shows that pollutants represented by calcium, magnesium, potassium and

sodium can be effectively attenuated by using black cotton soil-bagasse ash mixtures

containing an optimum 8% bagasse ash by weight of dry soil.

Title:-Groundnut Shell Ash Stabilization of Black Cotton Soil

Author:- Oriola, Folagbade , Moses, George

Journal: -EJGE

Volume:-Vol. 15 [2010], Bund. E

Conclusion:-The natural black cotton soil was classified as A – 7 – 6 or CL in the

AASHTO and Unified Soil Classification System (USCS), respectively. Soils under

these groups are of poor engineering benefit.

Treatment of natural the soil with Groundnut shell ash gave a peak 7 day

UCS value at SP of 455kN/m2 at 4% GSA content and 526kN/m2 at 6% GSA

content for WA compactive effort. This value fell short of 1710 kN/m2 specified by

TRRL (1977) for base materials stabilization using OPC. And they fell to meet the

requirement of 687–1373 kN/m2 for sub-base as specified by Ingles and Metcalf

(1972).

The peak soaked CBR values of 4 % at SP and 4% at WA were attained

at 6 % (GSA) and 0% (GSA) respectively. These values fell to satisfy the

specification for base and sub-base materials as recommended by the Nigerian

General Specifications (1997). Finally, the durability assessments of sample failed

to meet the acceptable requirement.

6)

Title:-Influence of Compactive Efforts on Cement- Bagasse Ash Treatment of Expansive Black

Cotton

Author:- Moses, G and Osinubi, K. J.

Journal: -World Academy of Science, Engineering and Technology

Volume:-Vol:7 2013-07-28

Conclusion:-The natural black cotton soil was classified as A – 7 – 6 or CL in the AASHTO and

Unified Soil Classification System (USCS), respectively. Soils under these groups are of poor

engineering benefit. The soaked CBR values changed from the regular trend by showing a

marked decrease with increasing compactive energy level with a peak value of 55% at 8%

OPC/ 4% BA content at SP, 18% at 8% OPC/ 2% BA content at WA and 8% at 8% OPC/ 4%

BA content at MP compactive effort, respectively. Furthermore, the OMC at lower energy

levels are higher than at higher energy levels, at higher OMC enough water is available for the

hydration process thus giving stabilized expansive soils at lower energy level higher strength

gain. Treatment of natural the soil with cement and bagasse ash gave a 7 days UCS value of

839kN/m2 at 8% OPC/ 4% BA content. This value falls short of 1710kN/m2 specified by

TRRL (1977) for base materials stabilization using OPC. However, this value meets the

requirement of 687–1373 kN/m2 for sub-base. The C.B.R value of 55% obtained at 8% OPC/

4% BA content meet the specification for sub-base materials as recommended by the Nigerian

General Specifications (1997). The durability of the specimen at 8% OPC/ 4% BA content is

acceptable on the bases of the 7 days soaking test period results recorded from the resistance to

loss in strength test. Thus higher compactive effort did not impact positively on the strength

and durability assessment of the black cotton soil. Thus, an optimal blend of 8% OPC/ 4% BA

at SP is recommended for use as sub-base material.

7)

Problem identification

Testing on simple black cotton soil

We choose add-mixtures

Testing on mix design

Result

METHODOLOGY

Checking of Engineering Properties of Black

cotton soil by Various test…..

1. Sieve Analysis:

– Objective: To determine the

percentage of different grain sizes

contained within a soil.

2. Liquid Limit:

– Objective: To Determine the moisture

content, expressed as a percentage of

the weight of the oven-dried soil, at the

boundary between the liquid and plastic

states of consistency.

3. Plastic Limit:

– Objective: To Determine the moisture

content, expressed as a percentage of

the weight of the oven-dried soil, at the

boundary between the plastic and semi

solid states of consistency.

4. Specific Gravity:

– Objective: To determine the specific

gravity of soil by using a pycnometer.

5. Standard Compaction Test:

– Objective: To determine the optimum moisture content at

which the maximum dry unit weight is attained.

6. CBR Test:

◦ Objective: Determination of CBR of soil

either in undisturbed or Remoulded and

unsoaked condition

Result table of black cotton soil

Property Result (black cotton soil)

Specific gravity 2.3

Consistency limits Liquid limit(%) Plastic limit(%) Plasticity index(%)

72 36.19 35.81

OMC(%) 19.8

MDD(gm/cc) 1.6

C.B.R. of specimen at 2.5mm penetration

2.55

C.B.R. of specimen at 5mm penetration

2.05

Test results

SPECIFIC GRAVITY

LIQUID LIMIT

PLASTIC LIMIT

PLASTICITY INDEX

100%SOIL + 0%BA

2.3 72 40.80 31.2

98%SOIL + 2%BA

2.28 69 40.18 28.82

96%SOIL + 4%BA

2.12 64.2 39.80 25.8

94%SOIL + 6%BA

2 62.3 38.40 23.9

92%SOIL + 8%BA

1.9 58.5 37.75 20.75

90%SOIL + 10%BA

1.5 55.3 36.19 17.11

Test result for Bagasse Ash

0

0.5

1

1.5

2

2.5

0% 2% 4% 6% 8% 10%

Variation of Specific gravity with BA%

Specific Gravity

0

10

20

30

40

50

60

70

80

0% 2% 4% 6% 8% 10%

Variation of Liquid limit with BA%

Liquid Limit

Bgasse ash%

Bgasse ash%

Bagasse ash %

35

36

37

38

39

40

41

42

0% 2% 4% 6% 8% 10%

Variation of Plastic limit with BA%

Plastic Limit

SOIL TYPE OPTIMUM MOSTURE CONTENT(%)

MEXIMUM DRY DENSITY (gm/cc)

100% SOIL + 0% BA 19.8 1.6

98% SOIL + 2% BA 19.5 1.70

96% SOIL + 4% BA 18.3 1.78

94% SOIL + 6% BA 17.8 1.82

92% SOIL + 8% BA 15.4 1.84

90% SOIL + 10% BA 15.2 1.89

Standard Proctor Test

0

5

10

15

20

25

0% 2% 4% 6% 8% 10%

Variation of OMC with BA%

OMC

1.45

1.5

1.55

1.6

1.65

1.7

1.75

1.8

1.85

1.9

1.95

0% 2% 4% 6% 8% 10%

Variation of MDD with BA%

MDD

Bagasse ash%

Bagasse ash%

SOIL TYPE FREE SWELL INDEX(%)

100% SOIL + 0% BA 38.2

98% SOIL + 2% BA 34.6

96% SOIL + 4% BA 29.5

94% SOIL + 6% BA 24.8

92% SOIL + 8% BA 23.1

90% SOIL + 10%BA 21.2

Free swell index

0

5

10

15

20

25

30

35

40

45

0% 2% 4% 6% 8% 10%

Variation of FSI with BA%

Free Swell Index(%)

Bagasse ash%

SOIL TYPE CALIFORNIA BEARING RATIO (%CBR At 2.5mm penetration)

100% SOIL+ 0% BA 1.275

98% SOIL + 2% BA 1.429

96% SOIL + 4% BA 1.485

94% SOIL + 6% BA 1.667

92% SOIL + 8% BA 1.856

90% SOIL + 10% BA 1.814

California Bearing Ratio Test

0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

1.8

2

0% 2% 4% 6% 8% 10%

2.5 mm Penetration

2.5 mm Penetration

Bagasse ash%

SPECIFIC GRAVITY

LIQUID LIMIT

PLASTIC LIMIT

PLASTICITY INDEX

100%SOIL + 0%GSA

2.3 72 40.77 31.2

98%SOIL + 2%GSA

2.1 68 40.16 27.84

96%SOIL + 4%GSA

2 65.55 39.77 25.78

94%SOIL + 6%GSA

1.7 62.2 38.33 23.87

92%SOIL + 8%GSA

1.32 57.4 37.68 19.72

90%SOIL + 10%GSA

1.30 53.3 36.19 17.11

Test result for Groundnut shell Ash

0

0.5

1

1.5

2

2.5

0% 2% 4% 6% 8% 10%

Variation of Specific grevity with GSA%

Specific Gravity

0

10

20

30

40

50

60

70

80

0% 2% 4% 6% 8% 10%

Variation of Liquid limit with GSA %

Liquid Limit

GSA%

GSA%

GSA%

33

34

35

36

37

38

39

40

41

42

0% 2% 4% 6% 8% 10%

Variation of PLastic limit with GSA%

Plastic Limit

SOIL TYPE OPTIMUM MOSTURE CONTENT(%)

MEXIMUM DRY DENSITY (gm/cc)

100% SOIL + 0% GSA 19.8 1.6

98% SOIL + 2% GSA 19.2 1.68

96% SOIL + 4% GSA 18.8 1.74

94% SOIL + 6% GSA 18.4 1.77

92% SOIL + 8% GSA 16.3 1.85

90% SOIL + 10% GSA 16.1 1.84

Standard Proctor Test

0

5

10

15

20

25

0% 2% 4% 6% 8% 10%

Variation of OMC with GSA%

OMC

1.45

1.5

1.55

1.6

1.65

1.7

1.75

1.8

1.85

1.9

0% 2% 4% 6% 8% 10%

Variation of MDD with GSA%

MDD

GSA%

GSA%

SOIL TYPE FREE SWELL INDEX(%)

100% SOIL + 0% GSA 37.4

98% SOIL + 2% GSA 33.5

96% SOIL + 4% GSA 30.2

94% SOIL + 6% GSA 26.8

92% SOIL + 8% GSA 24.2

90% SOIL + 10% GSA 23.1

Free swell index

0

5

10

15

20

25

30

35

40

0% 2% 4% 6% 8% 10%

Variation of FSI with GSA %

Free Swell Index(%)

GSA%

SOIL TYPE CALIFORNIA BEARING RATIO (%CBR At 2.5mm penetration)

100% SOIL+ 0% GSA 1.275

98% SOIL + 2% GSA 1.387

96% SOIL + 4% GSA 1.443

94% SOIL + 6% GSA 1.625

92% SOIL + 8% GSA 1.877

90% SOIL + 10% GSA 1.765

California Bearing Ratio Test

0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

1.8

2

0% 2% 4% 6% 8% 10%

2.5 mm Penetration

2.5 mm Penetration

GSA%

CONCLUSION

1) The Liquid limit and Plastic limit of the soil with addition of Bagasse ash and Groundnut shell ash which indicates a desirable changes of the soil. The relative changes in the plasticity index of the soil and moisture content as the season changes.

2) On increasing Bagasse ash and Groundnut shell ash content free swell index decreases steadily to a lowest value at 8% Bagasse ash and Groundnut shell ash.

3) The optimum moisture content is maximum decreases at 8% of Bagasse ash and Groundnut shell ash.

4) The maximum dry density is increase maximum at 8% of Bagasse ash and Groundnut shell ash.

5) CBR value of unsoaked sample tested at 8% BA and GSA content is found to be maximum.

FURTHER STUDY

By performing various test of expansive soil by using bagasse ash and groundnut shell ash. we can stabilize the soil for further study we can use as a stabilizer for expansive soil 1) Mixture of bagasse ash and lime can be used 2) Mixture of bagasse ash and cement can be used

REFERENCES

(1) A.T.Manikandan, M.Moganraj, “Consolidation and rebound characteristics of expansive soil by using lime and bagasse ash.” Volume: 03 Issue: 04 | Apr-2014

(2) Amit S. Kharade, Vishal V. Suryavanshi, Bhikaji S. Gujar, Rohankit R. Deshmukh, “Waste product „Bagesse ash‟ from sugar industry can be used as stabilizing material for expansive soil.” IJRET Volume: 03 Issue: 03 | Mar-2014

(3) George Rowland Otoko & Karibo Precious “Stabilization of nigerian deltaic clay (CHIKOKO) with groundnut shell ash.” Vol. 2, No. 6, June 2014,

(4) Ijimdiya, T.S., Osinubi, K.J. “Attenuative Capacity of Compacted Black Cotton Soil treated with Bagasse Ash” Vol. 16 [2011], Bund. D

(5) Moses, G and Osinubi, K. J. “Influence of Compactive Efforts on Cement- Bagasse Ash Treatment of Expansive Black Cotton Soil” Vol:7 2013-07-28

(6) Oriola, Folagbade. Moses, George, “Groundnut Shell Ash Stabilization of Black Cotton Soil” volume 15[2010] BUND.E

(7) T.S. Ijimdiyaa, A.L. Ashimiyu, D.K. Abubakar “ Stabilization of Black Cotton Soil Using Groundnut Shell Ash” Vol. 17 [2012], Bund. Y

1. www.alstrongreclaim.com 2. www.engineeringcivil.com 3. http://en.wikipedia.org/wiki/black cotton soil 4. http://en.wikipedia.org/wiki/bagasse 5. http://en.wikipedia.org/wiki/groundnut

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