COMPARATIVE STUDY OF STABILISATION OF EXPANSIVE SOIL TREATED WITH BRICK DUST AND MARBLE DUST

Submitted in partial fulfillment of the requirements

for the award of the degree of

MASTER OF TECHNOLOGY

By

AJAY KUMARUnder the guidance of

Er. Vishal Kumar Er.Ved Parkash

Assistant Professor Assistant Professor

GIMT, Kanipla, Kurukshetra GIMT, Kanipla, Kurukshetra

DEPARTMENT OF CIVIL ENGINEERING

GEETA INSTITUTE OF MANAGEMENT & TECHNOLOGY

KURUKSHETRA UNIVERSITY, KURUKSHETRA (HARYANA)

DECEMBER 2014

CANDIDATE’S DECLARATION

I hereby declare that the work which is being presented in this dissertation titled‘COMPARATIVE STUDY OF STABILISATION OF EXPANSIVE SOIL TREATED WITH BRICK DUST AND MARBLE DUST’ toward the partial fulfillment of requirement for the award of degree of Master of Technology in Civil Engineering with specialization in Geotechnology Engineering submitted in the department of Civil Engineering at GEETA INSTITUTE OF MANAGEMENT & TECHNOLOGY, KURUKSHETRA under KURUKSHETRA UNIVERSITY, is an authentic record of my own work carried out under the supervision of Er. Vishal Kumar and Er. Ved Parkash.

The material embodied herein is original and has not been submitted earlier for award of any

other degree or diploma of any University.

Date: (AJAY KUMAR)M. TechRoll No. 36135014

CERTIFICATE

It is certified that AJAY KUMAR, student of Master of Technology, under Roll No. 36135014

for the session 2013-2015, has complete the dissertation entitled ‘COMPARATIVE STUDY OF

STABILISATION OF EXPANSIVE SOIL TREATED WITH BRICK DUST AND MARBLE DUST’ under

my supervision. He has attended the Department of Civil Engineering, Geeta Institute of

Management & Technology for required number of days after the theory examination of 3rd

semester. Student is correct to the best of my knowledge and belief.

I wish his all success in his all endeavors.

(Er. Vishal Kumar) (Er. Ved parkash)

ACKNOWLEDGEMENT

The author is highly grateful to Dr.Dharamvir Mangal, Principal, Geeta Insititute of

Management & Technology, Kanipla, for providing this opportunity to carry out the present

dissertation.

It is a great privilege for me to express deep and sincere gratitude to my Guide Er. Vishal

Kumar and Er. Ved parkash , Department of Civil Engineering, Geeta Institute of Management

& Technology, Kanipla (Haryana) for his generous help and consistent encouragement at every

stage during this work. His painstaking effort in correcting the manuscript, and giving invaluable

time and suggestions for improvement are gratefully acknowledged.

It is also my deep appreciation and sincere thanks to Assistant Prof. Er. Ved parkash, Head,

Department of Civil Engineering, Geeta Insititute of Management & Technology, Kanipla

(Haryana), for making me available all the laboratory equipment well maintained during the

period of my experimental work.

I also express my heartiest regards to the Staff of Soil Mechanics Laboratory, and my classmates

for their valuable assistance and help during the course of experimentation. Sincere thanks are

due to my family members and friends for inspiring the all the time during the compiling stage of

the dissertation work.

I am grateful to my family, especially to my parents Smt. KAMLESH and Sh. NAFE SINGH

for their blessings and prayers.

(AJAY KUMAR)

(36135014)

Abstract The black cotton soil is known as expansive type of soil which expands suddenly and start swelling when it comes in contact with moisture. Due to this property of soil the strength and other properties of soil are very poor. To improve its properties it is necessary to stabilize the soil by different stabilizers. Expansive type of soil shows unpredictable behavior with different kind of stabilizers. Soil stabilization is a process to treat a soil to maintain, alter or improve the performance of soil. In The study the results are compared of potential of burnt brick dust and marble dust as stabilizing additive to expansive soil is evaluated for the improving engineering properties of expansive soil. The evaluation involves the determination of the swelling potential, linear shrinkage, atterberg’s limits, & compaction test of expansive soil in its natural state as well as when mixed with varying proportion of burnt brick dust and marble dust (from 5 to 30%).

CONTENTS

CHAPTER TITLE PAGE NO.

CANDIDATE’S DECLARATION (i)

ACKNOWLEDGEMENT (II)

ABSTRACT (III)

CONTENTS (IV)

1 INTRODUCTION 7 to101.1 General 71.2 Black cotton soil characteristics 71.3 Effect of water content 81.4 Fly ash characteristics 81.5 Applications of Fly Ash 91.6 Rice husk Ash Characteristics 91.7 Application of Rice Husk Ash 101.8 Objective of the Work 10

2 LITERATURE REVIEW 11 to152.1 Introduction 112.2 Stabilisation By Using Fly Ash 112.3 Stabilisation By Waste Material 12

3 EXPERIMENTAL PROGRAMAND METHODOLOGY 16 to 583.1 Introduction 163.2 Material used 163.3 Experimantal program 16

3.3.1 Standard Proctor Test 163.3.2 Unconfined Compression Test 38

4 ANALYSIS OF RESULTS 59 to 634.1 Comparison Curve 59

4.1.1Standard Proctor test 59

4.1.2 Unconfined Compression Test 61

5 CONCLUSION 64 to 65

REFRENCES 66 to 67

(vi)

Chapter 1

Introduction

1.1 General

The wetting and drying process of a subgrade layer composed of black cotton (BC) soil result into failure of pavements in form of settlement and cracking. Therefore, prior to construction of a road on such subgrade, it is important either to remove the existing soil and replace it with a non-expansive soil or to improve the engineering properties of the existing soil by stabilization. Replacing the existing soil might not be a feasible option. Therefore the best available approach is to stabilize the soil with suitable stabilizers. Various types of soil stabilizers (i.e., fly ash, cement kiln dust, lime) and locally available materials (i.e. slate dust, rice husk ash) are being used for stabilization of soil. However, the selection of a particular type of stabilizer depends upon the type of sub grade soil and availability of stabilisers. Several researchers have reported the benefits of stabilisers for modifying the engineering properties of soil. Recognizing the benefits of stabilizer in improving the strength characteristics of soil, the present study has been undertaken to study the change in the index and strength properties of the BC soil by adding various proportions of FA and RHA. Furthermore, a thorough laboratory investigation has been conducted to determine the optimum amount of stabilizers.

1.2 BLACK COTTON SOIL CHARACTERISTICS

This is the Indian name given to the expansive soil deposits in the central part of the country. They cover an area of approximate 3,00,000 sq. km which extends over the state of maharastra, madhyapardesh, Karnataka, andarapardesh, tamilnadu, and uttarpardesh. This soil have been formed from basalt or trap and contain the clay mineral montmorillonite . which is responsible for the excessive swelling shrinkage characteristics of the soil lightly loaded structure are not susceptible to damage as a result of the volume change in soil. Under reamed piles are considered most suitable as foundation for house and light structure. These piles are taken to depths below the seasonal variation in moisture content black cotton soil(BC soil) is a highly clayey soil . it is so hard that the clods cannot be easily pulverized for treatment for it is used in road construction. This poses serious problem as regards to subsequent performance of the road. Moreover, the softened subgrade has a tendency to up have into the upper layers of the pavement especially when the sub base consist of stone soling with lot of voids. Gradual intrusion of black cotton soil in variably leads to failure of the roads . the roads laid on the black cotton soil bases develop undulations at the road surface due to loss of strength of the sub grade through softening during monsoon. The black color in black cotton soil is due to the presence of titanium oxide in small concentration. The black cotton soil has a high percentage of clay, which is predominantly montmorillonite in structure and black or blackish grey in color. The physical properties of BCS vary from pace to place. 40to60 percentage of the BCS has the size less than 0.001 mm. at the

liquid limit the volume change in the odor of 200 to 300% and result in swelling pressure as high as 8 kg/cm2. To 10kg/cm2. As such BCS has very bearing capacity and high swelling and shrinkage.

1.3 EFFECT OF WATER CONTENT

It is a well-known fact that water is the worst enemy of road pavement, particularly in expensive soil areas. Water penetrates into the road pavement from three sides viz. top surface side berms and from sub grade due to capillary action. Therefore, road specifications in expansive soil areas most take these factor into consideration. It has been found during handling of various road investigation project assignments for assessing causes of road failures that water has got easy access into the pavement. It saturates the subgrade soil and thus lowers its bearing capacity, ultimately resulting in heavy depressions and settlement. In the base course layers comprising of water bound macadam (WBM), water lubricates the binding material and makes the mechanical interlock unstable. In the top bituminous surfacing, raveling, stripping and cracking develop due to water stagnation and its seepage into these layers. Generally, road construction agencies do not pay sufficient attention to the aspects of construction and maintenance of side berms. It is emphasized that road formation consisting of carriageway and berms must be considered as one single unit. In expansive soil areas, unpaved berms pose the maximum problem as they become slushy during rains, as they are most neglected lot development of alligator cracks and extensive depression as well as upheavals respectively in bituminous surfacing in black cotton soil (BC soil).

1.4 charactestics of burnt brick dust

Burnt brick powder is a waste powder generated from the burning of bricks with the soil covered by surroundings. Due to burning of soil bricks it hardened and at the time of removal the set up we get the powder form of brick. It has red colour and fine in nature. It has great ability to reduce the swelling potential of black cotton soil.

Red Brick Dust also known as Reddening, Brick Dust, Red Powder and Red Dust. Red Brick Dust use came from the traditional use of ochre (red earth color/pigment) which is known and used for coloring or reddening, an ancient use for Rune Crafters and spiritual crafters. Additional bonus, this was collected from old Civil War cemetery bricks (discarded due to cemetery repair).Red Brick Dust uses come from the traditional use of ochre (red earth clay pigment) which is known and used for coloring or reddening, an ancient use for Rune Crafters and spiritual crafters.Magical Uses:

Protection for Home and Business Protect entrance ways to home and work. Keep away those who you do not want to cross your threshold. Keep away evil and negatives. Reversing jinxes, hexes and other negativities. Bring in Cash - Quick and Continuous. Floor Wash for Protection. Stop a Trick cast at you. Protect entrance ways.

1.5 characterstic of marble dustMarble is a non-foliated metamorphic rock composed of recrystallized carbonate minerals, most commonly calcite or dolomite. Geologists use the term "marble" to refer to metamorphosed limestone; however, stonemasons use the term more broadly to encompass unmetamorphosed limestone.[1] Marble is commonly used for sculpture and as a building material.

. Dry grinding reduces it to a powder without destroying its particle structure, which is important in making strong grounds and providing tooth on the surface of the grounds. The low surface area of our marble (when compared to precipitated chalk) keeps oil

absorption low, which is ideal when adding it to paint and painting mediums. In painting grounds it makes a durable surface with tooth for egg and casein tempera, distemper, encaustic, oil paint, and watercolors.

Both limestone and marble are calcium carbonate (CaCO3), which is also the composition of the mineral calcite. Marble is a metamorphic rock composed of recrystallized calcite. The metamorphism of limestone causes the calcite grains to grow in size and to interlock with one another. The result is that marble is noticeably more dense and harder than limestone. Limestone forms under deep marine conditions from the gradual accumulation of minute calcite plates (coccoliths) shed from micro-organisms called coccolithophores and hence contains invertebrate fossils. However, these fossils are almost always destroyed by the metamorphic changes that convert limestone to marble.Add to paint and mediums to create textural and bodying qualities to paint without affecting the color. Marble dust has little color in drying oils, so it can be added to oil paint without affecting the tint of the color.

1.6 uses of marble dust

Marble dust has various contemporary uses, both in the arts and in industry. According to the Sinopia Pigments website, marble is what is known as a metamorphic rock, which is created when tremendous pressure and heat is applied to a mass of rock. Perhaps one reason that marble from certain areas of the world is more prized for fine art use than others results from the elemental makeup of the original rock mass. Read on to discover the components of marble and the applications of its dust.

1. Components of MarbleCalcium carbonate appears in such natural materials as limestone, gypsum, chalk, and marble. The mineral content of marble results from the original makeup of its rock mass, which often includes manganese, magnesium, and iron. The level of these elements is partially what determines the hardness and whiteness of the marble, according to the Sinopia Pigments website. Other ingredients that may be found in marble dust are alumina and silica.

Photos.com/Photos.com/Getty Images

Famous QuarriesThe whiter, or brighter, the marble, the more it is sought after by artists. The "world-class deposit" in Carrara, Italy is famous for its brightness, according to the Natural Pigments website, which indicates that it has, in fact, "been famous since ancient Rome" Carrara marble has been prized by artists such as Michelangelo for its transparent qualities, and it was of this marble that he sculpted "David." Michelangelo also used a quarry in Pietrasanta, Italy. Carrara marble dust is sold as a material for artists.

Art Materials and Filler

Marble dust is a primary ingredient in acrylic gesso, a surface primer for canvases and other surfaces intended for painting. The dust is also used to make plasters such as Marmorino and Venetian plaster, as a filler in paint, or in frescoes to replace sand. Some artists use the dust to harden surfaces for oil pastels. Marble dust is sold in bags weighing about one kilogram, depending on the distributor, and usually retails for $8 to $10 per bag.

Art ReproductionsEcomarble is a project funded by the European Commission. An indirect method of preserving fragile and ancient sculpture, the project uses remote measurement technologies to build a replica of the object using marble dust. According to the European Commission's website, the marble dust is used to build up the replica layer by layer. Since the resulting object is high in quality yet cheaper to produce than hand-carved replicas, they are quickly gaining in popularity with museums and visitors alike.

Getty Images/Photodisc/Getty Images

Industrial UsesMarble dust has various industrial uses. It is used as filler in concrete and paving materials, and provides a valuable use for what is otherwise a waste material, according to an abstract reprinted on the Science Direct website. In areas such as Turkey, where marble is harvested from quarries, the amount of waste material in the form of marble dust is increasing. The material is also used to create carbonic acid gas (carbon dioxide) which is used in the bottling of beverages.

1.6 OBJECTIVE OF WORK

As we know, the bearing capacity of soil can be improved form various ground improvement techniques and one of the effective methods is using the soil stabilization. The degree of improvement in bearing capacity depends on various factors like degree of interaction between brick dust and marble dust with surrounding the soil, shape of footing, embankment variations in number and depth variation of embankment with footing.

With the above in view, it is planned to study the effect of brick dust and marble dust as a material in improving the characteristics of black cotton soil.

The present investigation presents the result of laboratory tests using standard proctor test, unconfined compression, test with aim to increase the bearing capacity, shear strength of black cotton soil by using the different proportion of brick dust and marble dust

CHAPTER 2

LITERATURE REVIEW

2.1 INTRODUCTION

Burnt brick dust by itself has little cementatious value but in the presence of moisture it react, chemically and forms cementatious compounds and attributes to the improvement of strength and compressibility characteristics of soils. It has a long history of use as an engineering material and has beenuccessfully employed in geotechnical applications.

2.2 STABILISATION BY USING FLY ASH

ErdalCokca (2001) Effect of Flyash on expansive soil was studied by ErdalCokca, Flyashconsists of often hollow spheres of silicon, aluminium and iron oxides and unoxidized carbon. Thereare two major classes of flyash, class C and class F. The former is produced from burning anthracite or bituminous coal and the latter is produced from burning lignite and sub bituminous coal. Both the classes of fly ash are puzzolans, which are defined as siliceous and aluminous materials. Thus Fly ash can provide an array of divalent and trivalent cations (Ca2±.A13+ Fe3+etc) under ionized conditions that can promote flocculation of dispersed clay particles. Thus expansive soils can he potentially stabilized effectively by cation exchange using flyash. He carried out investigations using, Soma Flyash and Tuncbilekfly ash and added it to expansive soil at 0-25%. Specimens with flyash were cured for 7days and 28 days after which they were subjected to Oedometer free swell tests. And his experimental findings confirmed that the plasticity index, activity and selling potential of the samples decreased with increasing

percent stabilizer and curing time and the optimum content of flyash in decreasing the swell potential was found to be 20%.

Pandian et.al. (2002). Studied the effect of two types of fly ashes Raichur fly ash (class F) and Neyveli fly ash (Class C ) on the CBR characteristics of the black cotton soil. The fly ash content was increased from 0 to 100%, Generally the CBR/Strength is contributed by its cohesion and friction. The CBR of BC soil,which consists of predominantly of coarser particles, is contributed by its frictional component. The CBR of BC soil, which consists of predominantly of coarser particles, is contributed hy its frictional components. The low CBR of BC soil is attributed to the inherent low strength, which is due to the dominance of clay fraction. The addition of fly ash to BC soil increases the CBR of the mix up to the first optimum level due to the frictional resistance from fly ash in addition to the cohesion from BC soil. Further addition of fly ash beyond the optimum level causes a decrease up to 60% and then up to thesecond optimum level there is an increase. Thus the variation of CBR of fly ash-BC soil mixes can be attributed to the relative contribution of frictional or cohesive resistance from fly ash or BC soil.

Phanikumar and Sharma (2004) A similar study vas carried out k Phanikumar and Sharma and the effect of fly ash on engineering properties of expansive soil through an experimental programme. The effect on parameters like free swell index (FSI), swell potential, swelling pressure. plasticity, compaction, strength and by hydraulic conductivity of expansive soil was studied. The ash blended expansive soil with flyash content of 0, 5, 10,15 and 20% on a weight basis and the inferred that increase in flyash contents reduces plasticity characteristics and the FSI was reduced by about 50% by the addition of 20% fly ash. The hydraulic conductivity of expansive soils mixed flyash decreases with an increase in flyash content, due to the increase in maximum dry unit weight with an increase in flyash content. When the fly ash content increases there is a decrease in the optimum moisture content and the maximum dry unit weight increases.

S. Bhuvaneshwari& R. G. Robinson (2005): Infrastructure projects such as highways, railways, water reservoirs. reclamation etc. requires earth material in very large quantity. In urban areas, borrow, earth is not easily available which has to be hauled from long distance. Quite often, large areas are covered with highly plastic and expansive soil, which is not suitable for such purpose. Extensive laboratory/ field trials have been carried out by various researchers and have shown promising results for application of such expansive soil after stabilisation with additives such as sand, silt, lime, fly ash, etc. it can be used for stabilisation of expansive soils for various uses.

1. The natural soil used for construction shall be dried with moisture content below 7%. If soil has more moisture it is difficult to mix with FA. Such soil shall he spread on surface andallowed to dry before construction.

2. Presence of dry clay lumps in the borrow soil increases the number of passes of disc harrowfor mixing. It is therefore necessary to eliminate such soil lumps in the construction.

3. It is observed that placing of two different materials (local soil and FA) in three layers with FA layer sandwiched between soil layers and mixing them with disc harrow is workable.

2.3 STABILISATION BY WASTE MATERIAL

T. K. Roy & B.C. Chattopadhyay (2008) In recent times the demand for subgrade materials has increased due to increased constructional activities in the road sector and due to paucity of available nearby lands to allow excavate fill materials for making subgrade. In this situation, a means to overcome this problem is to utilize the different alternative generated waste materials, which cause not only environmental hazards and also the depositional problems. Using this viewpoint. a study was undertaken to examine the improvement in the properties of alluvial soil when mixed with large quantity of pond ash,rice husk ash and small quantity of cement. Experimental results indicated improvements in index properties and significant improvement in the soaked CBR value of mixed soil of alluvial soil. pond ash and rice husk ash and the most cost effective proportion of this mix was found to be 20:40:40.

1. Utilization of waste materials e.g. pond ash, rice husk ash in bulk quantity in the construction of road project will he reduced the accumulation hazard and environmental pollution.

2. LL and PL increase with the increasing percentage of cement and pond ash when soil added with the decreasing proportion. However the lowest value of PI of the mixed soil indicated as 1.07 when the proportion of RHA, pond ash and sodas 20%. 40% and 40% respectively and these ratios can he considered as better combination of soil when mixed with rice husk ash and pond ash but without addition of cement,

S.K Roy & T.K Roy (2009) procurement of conventional materials in huge quantity required for construction of subgrade of road becoming very difficult in many locations due to various problems. A huge quantity of waste materials generated needs land for disposal and from that generally creates problems for public health ecology. So need has arisen for proper disposal of the waste materials. utilizing these materials in the area of road construction after improving their characteristics suitably can provide useful solution of this problem. So keeping this in view, an experimental study was undertaken to explore the possibility of utilization of the alternative materials like rice husk ash by mixing with local alluvial soil by adding small percentage of lime for the construction of road subgrade as cost effective mix.

1. consumption of rice husk ash in bulk quantity in the construction of road project can be made with reducing the accumulation hazard and environmental pollution of this waste.

2.additon of rice husk ash in increasing proportion with the alluvial soil decreases the maximum dry density of the mixed soil with or without mixing of lime. However theoptimum moisture content of the mixed soil increasing gradually with the increased percentage of lime and rice husk ash reaspective.

Hilmi Bin Mahmud, NorjidahAnjang Abdul Hamid (2010)Rice husk which is an agricultural waste, constitutes about one-fifth of the 500 million tonnes of rice produced annually worldwide. Normally, the residue is disposed off by burning at the mill sites and the resultant rice husk ash (RHA) is dumped on a waste land. This generates environmental, pollution and land dereliction Problems. under controlled burning and if sufficiently ground, the highly reactive ash that is produced can he used as supplementary cementing material or in the production of high strength concrete (HSC).

1. To achieve a required workability, the use of RHA will not require any much more superplasticizing admixture than that of silica fume.

2. Concrete containing RHA, either as an additional admixture or as partial replacement of cement can routinely produce strength of 80 N/mm2 at 28days.

3. Irrespective of age and type of curing, for similar pozzolanic content, strength of RHA concrete is marginally lower than that of SF concrete. However difference in strength between the two is insignificantly small (between I -5%).

4. Both RHA and SF mixtures enhanced the durability of concrete by reducing its water absorption characteristics.

Saranjeet Rajesh Soni & P. P. Dahale (2011) Application of solid waste (fly ash and rice husk) disposal for soil stabilisation is significant project which serves various benefits to the environment. The term solid waste includes all those solid and semi-solid materials that iscarded by the community. Improper management of solid waste causes adverse effects on ecology which may lead to cause possible outbreaks of diseases and epidemics. FA is a waste product from thermal power plants and is available in form of fine dust. FA contains trace amounts of toxic metals (U, Th, Cr, Pb,Hg, Cd etc.), which may have negative effect on human health and on plants.

1. The primary benefits of using these additives for soil stabilisation are

i. Cost savings, because fly ash is typically cheaper than cement and lime;and

ii. Availability, because fly ash sources are distributed geographically across the state.

2. Waste management can be done economically.

3. Use of FA and RHP as an admixture for improving engineering properties of the soils is an economical solution for Vidarbha region of Maharashtra as it is available in large quantity.

4. It is observed from fig. 4 that combination of FA and RHP with lime increases more stability of soil as compared to the FA, RHP and Lime alone.

VenkateshGanja&Venkateshjagarlamudi (2012)The problems with expansive soils have been recorded all over the world. In monsoon they imbibe water and swell and in summer they shrink on evaporation of water there from. Because of this alternative swelling and shrinkage lightly

loaded civil engineering structures like residential buildings, pavements and canal linings are severely damaged. It is, therefore, necessary to mitigate the problems posed by expansive soils and prevent cracking of structures. Many innovative foundation techniques have been devised as a solution to the problem of expansive soils. The chief among them are sand cushion technique, cohesive non-swelling (CNS) layer technique and under reamed piles. Stabilisation of expansive clays with various additives has also attained lot of success. The various additives used for stabilizing expansive soils are lime, calcium chloride, fly ash, GBfS, gypsum. Rice husk ash and others. The following conclusions are drawn based on the laboratory studies carried out in this investigation.

1. It was observed that the 20% flyash +80 % expansive soil mix gives optimum CBR value for the first layeof the embankment.

2. It was observed from the compaction test results that the CBR value was optimum for the 5% fly ash + 15% expansive soil +80% GBFS mix and it can be used for the pavement sub grade.

3. It was observed that the CBR value was optimum by the addition of 5 % flyash with the GBFS.

Stabilization of soil with brick dust

Sachin N. Bhavsar, Hiral B. Joshi, Priyanka k. Shrof, Ankit J. PatelFrom the results it is concluded that the impact of brick dust on black cotton soil is positive. By replacing soil by half of its dry weight by brick dust it gives maximum improvement in the engineering properties of black cotton soil. So use of brick dust is preferable for stabilization because it gives positive results as stabilizer and also it is a waste utilization.

Swell-Shrink Behavior of Expansive Soils, Damage and Control [1] Masoumeh Mokhtari & Masoud Dehghani The paper gives detail information about the identifying the black cotton soil, about its swell – shrink behavior, factors affecting swelling and shrinkage , reasons of swell – shrink behavior and the controlling measures. The author has listed three methods to resolve this problem of swelling and shrinkage of clayey soil. They also described their conclusion that Control of the swell-shrink behavior can be accomplished in several ways, for example by Replace existing expansive soil with non-expansive soil, Maintain constant moisture content and Improve the expansive soils by stabilization from which stabilization is a better option to choose as per economic and improvisational consideration.

Effect of Locus Bean Waste Ash on Lime Modified Black Cotton Soil [3] Ovuarume, ufoma Bernard B.Eng(ABU) Black cotton soil classified as an A-7-6(24) soil on the AASHTO classification collected from New Marte area of Borno State was modified with up to 4% lime and locust bean waste ash (LBWA) up to 8% by weight of dry soil.

CHAPTER 3

EXPERIMENTAL PROGRAM AND METHODOLOGY

3.1 INTRODUCTION

The field test would be an ideal method for simulation of any experimental study, it has been generally averted because it is expensive as well as time consuming. So as the substitute, carefully conducted model tests can be employed with advantage in order to obtain useful qualitative and sometimes quantitative results. Moreover, the laboratory testing has the advantage of better control over various parameters which may influence the problem under consideration. For example, it is possible in a model to undertake parametric study by keeping all other the variables as constant while the effect of one particular parameter is being studied.

3.2 MATERIALS USED

TABLE 3.1 MATERIALS USED

3.3 EXPERIMENTAL PROGRAM

3.3.1 STANDARD PROCTOR TEST

The test was conducted in the laboratory at black cotton soil as parent soil and also by making different combinations of black cotton soil, marble dust and burnt brick dust. First the soil was oven dried for 24hr and then the lumps of dry soil was pulverised in a pulverisation machine. The pulverised soil was passed through 475 micron IS sieve and a sample of 3 Kg was taken for Standard Proctor Test. The amount of water to be added originally depends upon the probable optimum water content for the soil. The empty mould attached with the base plate was weighted without collar. The collar was then attached to the mould. The mixed and matured soil was placed in the mould and compacted by giving 25 blows of the rammer homogeneously distributed over the surface, such that the compacted height of the soil was about 1/3 the height of the mould. The second and the third layer were similarly compacted, each layer being given 25blows. The collar was separated and the top layer was trimmed off to make it level with the top of mould. The dry density obtained in each test was determined by knowing the mass of the compacted soil and its water content.

The proctor tests were conducted on various combinations, which are given below:

COMBINATION OF SAMPLESample 1 BCS-100%(3000g)+brick dust-0%Sample 2 BCS-95%(2850g)+brick dust-5%Sample 3 BCS-90%(2700g)+ brick dust 10%(300g)Sample 4 BCS-85%(2550g)+ brick dust 15%(450g)Sample 5 BCS-80%(2400g)+ brick dust 20%(600g)Sample 6 BCS-85%(2250g)+ brick dust 25%(750g)Sample 7 BCS-80%(2100g)+ brick dust 30%(900g)

Sr.no Property Value1 soil type plasticity index CH2 liquid limit 67%3 plastic limit 30%4 plasticity index 37%5 specific gravity of marble dust 2.56 specific gravity of burnt brick dust 1.77 specific gravity of Rice Husk Ash 2

8 MDD of Black cotton soil1.49gm/

cc9 OMC of black cotton soil 26.70%

Sample 1 BCS-100%(3000g)+marble dust-0%Sample 2 BCS-95%(2850g)+marble dust-5%Sample 3 BCS-90%(2700g)+ marble dust 10%(300g)Sample 4 BCS-85%(2550g)+ marble dust 15%(450g)Sample 5 BCS-80%(2400g)+ marble dust 20%(600g)Sample 6 BCS-85%(2250g)+ marble dust 25%(750g)Sample 7 BCS-80%(2100g)+ marble dust 30%(900g)

SAMPLE-1 (PARENTSOIL

Container No. 49 62 87 89Wt.of empty container.W1 27.38 25.75 25.86 26.24Wt of container+soil,W2 115.3 111.05 108.24 119.0Wt. of wet soil,W3(W2-W1) 88.92 86.34 81.37 93.86Wt.of dry soil+container.W4 104.5 97.81 91.09 96.17Wt.of dry soil,(W4-W10 78.40 71.07 64.22 72.96Volume of mould(cc) 1000 1000 1000 1000Wt.of mould (g) 2405.48 2405.48 2405.48 2405.48mould+soil wt (g) 4050 4200 4290 4255Bulk Density+ϒt 1.644 1.794 1.884 1.849 Dry density ϒd 1.45 1.48 1.49 1.44 Water content w 13.41% 21.48% 26.70% 28.64%