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 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. 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.
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.
6) 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.
7) 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.
METHODOLOGY Problem identification Testing on simple black cotton soil We choose add-mixtures Testing on mix design Result
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 Specific gravity 2.3 Consistency limits Liquid limit(%) Plastic limit(%) Plasticity index(%) Result (black cotton soil) 72 36.19 35.81 OMC(%) 19.8 MDD(gm/cc) 1.6 C.B.R. of specimen at 2.5mm penetration C.B.R. of specimen at 5mm penetration Test results 2.55 2.05
Test result for Bagasse Ash 100%SOIL + 0%BA 98%SOIL + 2%BA 96%SOIL + 4%BA 94%SOIL + 6%BA 92%SOIL + 8%BA 90%SOIL + 10%BA SPECIFIC GRAVITY LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX 2.3 72 40.80 31.2 2.28 69 40.18 28.82 2.12 64.2 39.80 25.8 2 62.3 38.40 23.9 1.9 58.5 37.75 20.75 1.5 55.3 36.19 17.11
2.5 Variation of Specific gravity with BA% 2 1.5 Specific Gravity 1 0.5 0 80 0% 2% 4% 6% 8% 10% Bgasse ash% Variation of Liquid limit with BA% 70 60 50 Liquid Limit 40 30 20 10 0 0% 2% 4% 6% 8% 10% Bgasse ash%
42 Variation of Plastic limit with BA% 41 40 Plastic Limit 39 38 37 36 35 0% 2% 4% 6% 8% 10% Bagasse ash %
Standard Proctor Test 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
25 Variation of OMC with BA% 20 15 OMC 10 5 0 0% 2% 4% 6% 8% 10% Bagasse ash% MDD 1.95 1.9 1.85 1.8 1.75 1.7 1.65 1.6 1.55 1.5 1.45 Variation of MDD with BA% 0% 2% 4% 6% 8% 10% Bagasse ash%
Free swell index 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(%) 45 40 35 30 25 20 15 10 5 0 Variation of FSI with BA% 0% 2% 4% 6% 8% 10% Bagasse ash%
California Bearing Ratio Test 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
2.5 mm Penetration 2 1.8 1.6 1.4 1.2 1 0.8 0.6 0.4 0.2 0 2.5 mm Penetration 0% 2% 4% 6% 8% 10% Bagasse ash%
Test result for Groundnut shell Ash 100%SOIL + 0%GSA 98%SOIL + 2%GSA 96%SOIL + 4%GSA 94%SOIL + 6%GSA 92%SOIL + 8%GSA 90%SOIL + 10%GSA SPECIFIC GRAVITY LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX 2.3 72 40.77 31.2 2.1 68 40.16 27.84 2 65.55 39.77 25.78 1.7 62.2 38.33 23.87 1.32 57.4 37.68 19.72 1.30 53.3 36.19 17.11
2.5 Variation of Specific grevity with GSA% 2 Specific Gravity 1.5 1 0.5 Liquid Limit Plastic Limit 42 41 40 39 38 37 36 35 34 33 0 80 70 60 50 40 30 20 10 0 0% 2% 4% GSA% 6% 8% 10% Variation of Liquid limit with GSA % 0% 2% 4% 6% 8% 10% GSA% Variation of PLastic limit with GSA% 0% 2% 4% 6% 8% 10% GSA%
Standard Proctor Test 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
25 Variation of OMC with GSA% 20 15 OMC 10 5 0 0% 2% 4% 6% 8% 10% GSA% MDD 1.9 1.85 1.8 1.75 1.7 1.65 1.6 1.55 1.5 1.45 Variation of MDD with GSA% 0% 2% 4% 6% 8% 10% GSA%
Free swell index 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(%) 40 35 30 25 20 15 10 5 0 Variation of FSI with GSA % 0% 2% 4% 6% 8% 10% GSA%
California Bearing Ratio Test 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 2.5 mm Penetration 2 1.8 1.6 1.4 1.2 1 0.8 0.6 0.4 0.2 0 2.5 mm Penetration 0% 2% 4% 6% 8% 10% 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
WEB REFERENCES 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