1) INTRODUCTIONThe term `soil` has a different meaning in different scientific fields. It hasoriginated from Latin word Solum. To an agricultural scientist, it means `The loosematerial on the earths crust consisting of disintegrated rock material which has beentransported from the place of origin. But, to a civil engineer , the term `soil` means,the loose unconsolidated inorganic material on the earths crust produced by thedisintegration of rocks, overlaying hard rock with or without organic matter.Foundation of all structures has to be placed on or in such soil, which is the primaryreason for our interest as civil engineers in is engineering behavior.Soil may remain all the place of its origin or it may be transported byvarious natural agencies. It is said to be residual in the earlier situation andtransported in the latter.1.1 FORMATION OF SOIL:Soil is formed by the process of weathering of rocks, that is, disintegrationand decomposition of rocks and minerals at or near the earths surface through theactions of natural or mechanical and chemical agents into smaller and smaller grains.The factor of weathering may be atmospheric, such as change in temperatureand pressure; erosion and transportation by wind, water and glaciers; chemical actionsuch as crystal growth, oxidation, hydration, carbonation and leaching by water,especially rain water, with time.Obviously, soils formed by mechanical weathering (that is, disintegrationof rocks by the action of wind, water and glaciers) bear a similarly in certain1properties to the minerals in the parent rock. Since chemical in the parent rock sincechemical changes which could destroy their identify do not take place.It is to be noted that 95% of the earths crust consists of igneous rocks andonly they are present on 80% of the earths surface area. Feldspar is the mineralsabundantly present (60%) in igneous rocks, amphiboles and pyroxenes, Quartz andmicas come next in the order.Rocks are altered more by the process of chemical weathering than bymechanical weathering. In chemical weathering some minerals disappear partially orfully, and new compounds are formed. The intensity of weathering depends upon thepresence of water and temperature and the dissolved materials in the water.Carbonic acid and oxygen are the most effective dissolved materials found in waterwhich cause the weathering of rocks. Chemical weathering has the maximumintensity in humid and tropical climates.Leaching is the process whereby water-soluble parts in the soil such ascalcium carbonate are dissolved and washed out from the soil by rainfall orpercolating subsurface water.Laterite soil, in which certain areas of Keralaabound, is formed by leaching.Harder minerals will be more resistant to the weathering action, for example,Quartz present in igneous rocks. But, prolonged chemical action may affect evensuch relatively stable minerals, resulting in the formation of secondary products ofweathering, such as clay minerals illite, kaolnite and montmorillonite. claymineralogy has grown into a very complicated and broad subject.21.2 MAJOR SOIL DEPOSITS OF INDIA:The soil deposits of India can be broadly classified into the following:1.2.1 BLACK COTTON SOILS:These soils occur in Maharashtra, Gujarat, Madhya Pradesh, Karnataka, partsof Andhra Pradesh and Tamil Nadu. These are expansive in nature. On account ofhigh swelling and shrinkage potential these are difficult soils to deal with infoundation design.1.2.2 MARINE SOILS:These occur in a narrow belt all along the coast, especially in the rann ofKutch. These are very soft and some times contain organic matter, possess lowstrength and high compressibility.1.2.3 DESERT SOILS:These occur in Rajasthan. These are deposited by wind and areuniformly graded.1.2.4 LATERITIC SOILS:These occur in Kerala, South Maharashtra, Karnataka, Orissa and WestBengal.3Black cotton soil is an expansive soil, which swells or shrinks excessivelydue to change in moisture content. When black cotton soil is associated with anengineering structure, it experiences either settlement or heavy depending on stresslevel and the soil swelling pressure. Design and construction of civil engineeringstructures and with expansive soils a challenging task for geotechnical engineers.Soil stabilization is needed to counter the shrinkage and swellingcharacteristics which are posing challenges to the engineers. Considerable work hasbeen done to identify the numbers of methods to sterilize such type of fender soils.This process of improvisation to the engineering properties of soils and thus makingit more stable is called STABILISATION.In other words soil stabilization is an expression which has been adoptedto describe the number of processes where by the properties of inferior soils aresufficiently modified to permit their usage in civil engineering constructions. In oneway it is required when the soil is available for construction and is not suitable forthe intended purposes.In its broadest sense, stabilization includes compaction,grouting, injection techniques and many other such processes.However, the term stabilization is generally restricted to the processes afterthe soil material itself for improvement of its properties many procedures have beendeveloped to improve physical behavior of soils in which a wide range ofstabilization agents additives, conditioners have developed and incorporated withthe soils. Undoubtedly the most widely applied methods involve the use of inorganiccementive agents which really for the effectiveness of the formation of cementivebonds between particles in the soil system.4Soil stabilization is required to increase the bearing capacity of foundationsoils. However the use of stabilization techniques is used to improve the natural soilsfor any construction purpose. The principles of soils stabilization are used forcontrolling the grading of soils and aggregates in the construction of bases and sub-bases of the construction works.Various methods of stabilization are mechanical stabilization, cementstabilization, lime stabilization, bituminous stabilization, chemical stabilization,thermal stabilization, electrical stabilization by grouting, by geotextiles and fabrics,reinforced earth etc.,To make the best use of B.C. SOILS, its engineering properties are needed tomodify to modify in order to suit the requirement by means of stabilization. It isnecessary to properly choose the method of the stabilization through carefulinvestigation to improve effectively, the strength, compressibility and permeabilitycharacteristics and at the same time, the economics of the process of stabilizationshould also be considered.In the present work the soil stabilization is done by using 5% lime and ricehusk ash in varying percentages and the strength is determined.51.3 STABILIZATION:Stabilization, in a broad sense, incorporates the various methodsemployed for modifying the properties of a soil to improve its engineeringperformance. Stabilization is being used for a variety of engineering works, the mostcommon application being in the construction of road and air-field pavements, wherethe main objective is to increase the strength or stability of soil and to reduce theconstruction cost by making best use of locally available materials.Almost all civil engineering structures such as buildings, dams, airportsetc., must rest on soils. As more engineering structures are built, it is becomingincreasingly difficult to find site having suitable soil properties. A soil suitable undernormal conditions may pose problems when exposed to external conditions likewetting, thawing etc., various methods are used to deal with unsatisfactory soils. Theproperties of soils can be improved by the use of some form of static or dynamicloading, grouting and drainage or by the use of admixture.Soil stabilization is employed to improve certain properties of naturalsoils to make it serve adequately as intended for engineering purpose. The differentuses of soil pose the requirements of mechanical strength and of resistance toenvironmental forces.Stabilized soils are subjected not only to mechanical stresses incidental totheir use but also to dynamic interactions with their environment. Consequently soilstabilization involves more than a mere increase in compressive strength or shearresistance and improvement of any physical property of soil, it must supply adefensive mechanism against the wetting and drying.6DEFINITION:The method of improving engineering properties of natural soil us known asoil stabilization1.3.1 NEED FOR STABILIZATION:Soil stabilization is aimed basically to1.Increase bearing pressure, decrease permeability of deep foundation soils orother large soil masses to be used for engineering purpose.2.Improve locally available soils for the construction of shallow foundations.1.3.2 METHODS OF STABILIZATION:There are different methods of stabilization they are1.Mechanical stabilization,2.Cement stabilization,3.Lime stabilization,4.Bitumen stabilization,5.Chemical stabilization,6.Stabilization by heating and7.Electrical stabilization.The above can be explained as followsMethods of stabilization may be grouped under two main types: (1)Modification or improvement of a soil property of the existing soil without anyadmixture for example compaction and drainage, which improve the inherent shearstrength of soil, and (2) modification of the properties with the help of admixtures for7example mechanical stabilization, stabilization with cement, lime, fly ash, bitumen,chemical stabilization by heating and electrical stabilization etc.,1.3.3 MECHANICAL STABILIZATION:By using the mechanical method is also usually used. There are threemechanical methods commonly use to stabilize the soil; Vibroflotation technique,Vertical drain and Geotextile.1.3.3.1 VIBROFLOTATION:The Vibroflotation technique employs mechanical vibration together withsimultaneous saturation with water to rearrange loose sand and gravel particles into adenser state. Vibration in loose saturated deposits can cause liquefaction followed bydensification and settlement acm3ompanying dissipation of pore water pressure. Inthis technique, a cylindrical probe is lowered into the soil layer by a combination ofvibration and jetting high pressure water through the orifices at the base of the probe.When the required depth is achieved, the water flow is reduced and diverted to assetof jets at the top of the probe. The resulting upward flow of water maintains achannel around the probe allowing coarse fill fed from the surface as the fillingcontinued. When the feeding channels collapse, the probe is raised and lowered untilthe system is restored. Vibroflotation process can be done using either wet or dryprocess where the wet method uses high-pressure water jets and the dry methodutilized compressed air.1.3.3.2 VERTIICAL DRAIN:The vertical drains are installing in order to acm3elerate the consolidationsettlement and shorten consolidation time. This vertical drain is normally installedtogether with preloading. The principle of this method is easy. When the vertical8drain is installed, the pore water squeezed out vertically during consolidationprocess. It can reduce the length of drainage paths and thereby reducing the time tocomplete the consolidation process. There are three general types of vertical drainsnamely: sand drains, fabric encased sand drains and prefabricated vertical drains.1.3.3.3 GEOTEXTILE:Geotextile is also the popular method to stabilize the soil. The method is veryeasy, lay the fabric into the soil layer and then put the soil on the top of the fabric.The function of the fabric is to strengthen the soil layer.1.3.4 CHEMICAL STABILIZATION:In this method of stabilization, the soil is mixed with hygroscopic materialslike calcium chloride, sodium chloride etc., at the rate of 1kg/5m2 road surfaces. Themixing is done thoroughly and it is well compacted. The presence of hygroscopicmaterials helps in retaining proper amount of moisture in the soil and also adds to itsstability. The dampness in the surface reduces shrinkage and prevents formation ofcracks ocm3urring due to drying of soil.1.3.4.1 CALCIUM CHLORIDE STABILIZATION:Calcium chloride is used as a water retentive additive in mechanicalstabilized bases and surfacing. Being hydroscopic and deliquescent, the salt absorbsmoisture from the atmosphere and retains it.It makes alterations in thecharacteristics of pure water. The vapour pressure get lowered and the surfacetension increases, and thereby the rate of evaporation or reduction of frost heave. Bydepressing the electric double layer (or reducing the water deficiency), the saltreduces water pick-up, and thus the loss of strength of fine-grained soils.9Calcium chloride acts as soil flocm3ulent.It facilitates compaction andusually causes a slight increase in the compacted density.The salt may be spread on the surface, or incorporated into the soil by mix-in-place and plant-mix methods. The chief advantage is that the beneficial effects arelost if the salt is leached out. Frequent applications depending upon the climaticconditions are therefore necessary, which increase the cost. The relative humidity ofthe atmosphere should be above 30% for the salt to be effective.1.3.5 LIME STABILIZATION:Hydrated (or slaked) lime is very effective in treating heavy, plastic clayeysoils. Lime may be used alone, or in combination with cement, bitumen or fly ash.Sandy soils can also be stabilized with these combinations. Lime has been mainlyused for stabilizing the road bases and sub-grades.On addition of lime to soil, two main types of chemical reactions ocm3ur:(i) alteration in the nature of the absorbed layer through Base Exchangephenomenon, and(ii) cementing or pozzolanic action. Lime reduces the plasticity index of highlyplastic soils making them more friable and easy to be handled and pulverized. Theplasticity index of soils low plasticity generally increases. There is generally anincrease in the optimum water content and a decrease in the maximum compacteddensity, but the strength and durability increase.The amount of lime required may be used on the unconfined compressivestrength or the CALIFORNIA BEARING RATIO test criteria. Normally 2 or 8% oflime may be required for coarse grained soils, and 5 to 10% for plastic soils. The10amount of fly ash as admixture may vary from 8 to 20% of the soil weight (Lambe,1962).1.3.6 MOLASSES STABILIZATION:Molasses used for highway soil stabilization is a waste residue known asblack strap molasses which is obtained as a by-product of the manufacture of sugarfrom sugarcane. It is a very thick syrupy liquid which contains resinous and someorganic constituents which render it unfit for human consumption.Black strap molasses is a hygroscopic material and this enables it to takeup moisture from the air and to control the evaporation of water from the soil-aggregate pavement as it is being compacted. Molasses is also a cementing agent,unfortunately the cement formed is water soluble, but if water can be kept away thebinding action is very strong indeed.1.3.7 LIGNIN STABILIZATION:Wood consists of cellulose and several cementing materials which bind thecellulose fibres together. In the sulphite paper making industry, the paper millretains the fibres and the cellulose, while the cementing materials are wasted fromthe process in a water solution called spent sulphite liquor, which is actuallycalcium lingo-sulphonic acid. The constituents of this liquor which are used tofurther stabilize mechanically stabilized roads are salts which are referred to ascalcium lingo-sulphates or lignin sulphates or simply sulphonates. A representativeanalysis of lignin will normally average about 6% carbon, 28% oxygen, 6%hydrogen, 2% Sulphur and 3% calcium.11Although it is widely used as a stabilizing agent in Sweden, Canada andcertain parts of USA, not too much is known of the exact mechanism by which ligninstabilizes soils. Work that has been done, however, indicates that the addition oflignin to soils results in higher dry unit weights and decreased permeabilities. Asregards the latter, sulphonates are excellent clay-dispersing agent and thus, when itrains on to a lignin-stabilized surface course, the dispersed clay particles well andplug the pores, thereby reducing water penetration. After the lignin has cured, itbecomes cementitious and binds the soil particles together, unfortunately, the cementis water soluble and, if not protected, may disappear with the onset of wet weather.Frost action problems are also reduced by having lignin present in a soil; this is dueto a slight lowering of the freezing point of the soil moisture and to the increasedimpermeability of the lignin-stabilized road base.Lignin also has hygroscopicproperties due to the sugars which are present. However, the moisture retentionproperties are limited as bacteria will attack these sugars.1.3.8 VINSOL RESIN STABILIZATION:Vinson resin is a powdered substance which is obtained by the steamdistillation of pine stumps. It is a water repellent material, and when mixed withcertain soils it serves to improve their quality by its water proofing action. In theconstruction process, the Vinson resin is incorporated in small amounts asdetermined by laboratory tests and mixed dry with the soil to be stabilized. Analkaline solution is then added and the materials wet mixed. The stabilized mixtureis then compacted and allowed to cure before a wearing surface is placed on the base.This material was used to some extent during 2nd world war when more conventionalmaterials were in short supply.121.3.9 SODIUM CHLORIDE STABILIZATION:The stabilizing action of sodium chloride is somewhat similar to that ofcalcium chloride, but it has not been so widely used. It attracts and retains moistureand reduces the rate of evaporation.Another beneficial phenomenon is thecrystallization of the salt in the soil pores near the surface, which retards furtherevaporation and also reduces the formation of shrinkage cracks. The salt is notapplied on the surface, but it is mixed into the soil by mix-in place or plant-mixmethods.1.3.10 SODIUM SILICATE STABILIZATION:The sodium silicate solution in water, known das water glass, incombination with other chemicals, such as calcium chloride, is used as an injectionfor stabilizing deep deposits of soil. The two chemicals react and precipitate in theform of an insoluble silica-gel within the soil pores making the soil impervious towater and increasing its shearing strength. These injections are found to be mostsucm3essful in fine and medium sands. The two chemicals can be injected eitherseparately or as a single mixture.1.3.11 THERMAL STABILIZATION:It is difficult to achieve stabilization of clayey soils in the field byconventional methods of pulverizing, mixing and laying the soil with stabilizerbecause of the high activity of the clay and its consequent poor susceptibility topulverization and its tendency to soften on immediate contact with water.Forsuccessful stabilization with black cotton soils, the pulverization characteristicsshould be improved. This can be achieved by heat treatment. The heat imparted tothe soil changes its physical characteristics and not only converts it into a non-plastic13material but renders it more susceptible to pulverization. The pulverized soil canfurther be stabilized with a relatively small percentage of stabilizers as cement.In the heat treatment of soil it is very essential to know both the durationof heating and the optimum temperature for getting best results. In addition to thestrength in dry state it is very essential that the material should also be resistant to thesoftening effect of water, thereby maintaining its strength even under saturatedconditions. Black cotton soil clods when heated develop a fair amount of strengthwhich they maintain even under adverse moisture conditions. Previous studies showthat the burnt soil attains a CALIFORNIA BEARING RATIO value of 110% to120% as against a CALIFORNIA BEARING RATIO value of 2% to 3% for unbornsoil clods.The heat treatment process has been used with success for five years inQueensland and New South Wales, Australia and the roads made by this methodhave proved capable of carrying fast and heavy traffic under all weather conditions.The hardening effect is due to partial fusion of certain constituents of soil. The soilis treated in its natural state without the addition of any extraneous material.The machine which consists of a chassis on wheels carrying a furnace ofspecial design, applies the heat directly to the soil on the road, the process iscontinuous. After the passage of the machine, the treated material is lift loose on thesurface of the road. It is then consolidated after mixing thoroughly with a certainpercentage of raw soil. In Rumania a method of thermal treatment by burning fluidfuel in borings was tested and applied in order to strengthen soaked loose soils and tostop slides in fat clays.14Generally, greater the heat input per mass of soil treated, the greater is theimprovement effected. Even a slight increase in temperature can cause acorresponding strengthening in clay by reducing the electric repulsion between clayparticles, a flow of pore water because of the imposed thermal gradient and areduction in water content because of the increased evaporation rate.One of the installations developed by Soviet Engineers for thermal treatmentof soils by burning gas fuel in borings, uses compressed air which is heated at atemperature of 6000 C in an air furnace. The heated air is introduced under pressureinto the borings and owing to its high temperature, the oil is burnt around the boringwalls. The great dissipation of caloric energy is one of the chief shortcomings of thisthermal treatment method.The thermal treatment gave good results for stabilizing slips. The slippingearth masses consisting of plastic fat clays were moving on a surface sloppingtowards the sea, caused by the existence of soaked clay level just above the lowerlimits of the slipping soil. In this case stabilization measures were completed withthe control and removal of water in the water bearing strata. In order to prevent theloosened masses from slipping and to obtain an adequate coefficient of safety,burning in borings in zone of soaked soil which was responsible for slide wasundertaken. The thermal treatment has resulted in obtaining in the zone, volumes ofinsensitive stiff sol which are acting as wedges thus preventing the progress of theslide. Apart from that the whole soil mass in the neighbouring zones has been dried.1.3.12 ELECTRICAL STABILIZATION:The stability or shear strength of fine-grained soils can be increased bydraining them with the passage of direct current through them. The process is also15known as Electro-Osmosis. Electrical drainage is accompanied by electro-chemicalcomposition of the electrodes and the deposition of the metal salts in the soil pores.There may also be some changes in the structure of soil. The resulting cementing ofsoil due to all these reactions, is also known as electro-chemical hardening and forthis purpose the use of aluminum anodes is recommended.Reinforced soil technique is one of the physical methods of groundimprovement, the concept which was given by Vidal of France in 1996.Thefunction of the reinforcements in soil is to increase the strength and reduce thedeformations.Soil mass reinforced with randomly distributed discrete fibresresembles the conventional earth reinforcement in many of its properties.Thepreparation is similar to that of admixture stabilization. One of the main advantagesof randomly distributed fibres is the maintenance of strength isotropy and absence ofpotential failure plane that can develop parallel to the oriented reinforcement. It iswell known that reinforced soil normally utilizes granular soil as its backfill material.162.1) REVIEW OF LITERATUREStabilization of soils is one of the oldest branches of technology. Goodamount of work has been carried out in stabilization of soils using many admixtures,organic and inorganic and chemicals, cement, lime etc.,The soil stabilization means the improvement of stability or bearing powerof the soil by the use of controlled compaction, proportioning and/or the addition ofsuitable admixture or stabilizers. Basic Principles of Soil Stabilization are evaluatingthe properties of given soil; deciding the lacking property of soil and choose effectiveand economical method of soil stabilization Designing the Stabilized soil mix forintended stability and durability values.There are different methods of stabilization Mechanical stabilization;Cement Stabilization; Lime stabilization; Bituminous Stabilization; Chemicalstabilization; Thermal stabilization; Electrical stabilization; Stabilization by grouting;Stabilization by Geo textile and Fabrics etc.Stabilization of Black cotton soils have been carried out in laboratory bymany research workers by using organic chemicals like chlorides and hydroxides ofcalcium, potassium, sodium etc.,Apart from inorganic chemicals, laboratory investigation has been carriedout for stabilization of soils using lime and cement. Analysis of investigation has ledto conclude that lime is the cheapest admixture for stabilization of soils.Investigation carried out in the country and abroad has shown that economy as wellas better stabilizer can be achieves by using basic admixtures like cement and lime incombination or cement with other cheap materials.In the third world countries, the need for locally manufacturesconstruction materials is increasing due to greater demands for new roads and17housing units created by growing population, The development of locallymanufactured materials had advantage in increasing the engineering activity andaffecting the cost considerably. Stabilization techniques can be adopted on large scale when the treatment is low cost and durable. Rice husk ash is one of the major wastes found abundantly. The annual production of paddy is one of the major wastes found abundantly. In India, the annual production of paddy is about 100 million tones. The burning of rice husk generates about 20% of its weight as ash. There by generating more than 4 million tons of rice husk ash. Hence research work is done on utilization of rice husk ash in improvement of geotechnical characteristics of black cotton soil. In this contest of, study, different works done by various research workershave been presented.B.H. Rajan, N. Subramanyam and S. Sampath Kumar in their work onstone dust for stabilizing black cotton soil has concluded that, rice husk ash, tocertain extent contributes to the development of strength when used as a stabilizingadditive and they also found that improvement in consolidation property to someextent.M.R. Yoganna and K.S. Jagadish on their research on pozzolanicproperties in rice husk ash has got enough pozzolanic property because if high silicacontent present in it.Because of these pozzolanic natures they found that thecompressive strength if mortar forming rice husk ash was improvised.Partial18replacement of burnt red mud by rice husk ash greatly improves the compressivestrength of lime-burnt clay and lime-red mud mortar.M.D. Anisur Rahman (1986, 1987) stabilized lateritic soil with variouspercentages of rice husk ash and lime and cement. He concluded that the potential ofrice husk ash in the stabilization of lateritic soil is considerably when compared tolime and cement stabilization. He recommended a mix proportion of 6% rice huskash and 13% cement or 18% rice husk ash + 7% cement air base material while theliquid limit and plastic limit of cohesive soil increased linearly with rice husk ashcontent, the plasticity index decreased linearly the maximum dry density of bothcohesive and non-cohesive soil decreased with increase in rice husk ash content. Butoptimum content of cohesion-less soil linearly increased upto 12% rice husk ash andthat of cohesive upto 20%.R.C. Lazaro after his considerable work concluded that rice husk ash incombination with lime, can be used with reasonable success to clayey soils. Whilethe addition of rice husk ash and lime to clayey soils reduces the plasticity andmaximum dry density, and it also increases the optimum water content andcompressive strength. The effectiveness of lime and rice husk ash in stabilizing soildepends upon the admixture content then they gas show attitudes id rice husk ash asgood soil stabilizer.Dr. M.V.B.R. Sastry and Dr. A.S. Rao has worked on cinder ash as soilstabilizer in which they concluded that, addition of cinder ash to soil results inimprovising the strength in terms of unconfined compressive strength and C.B.R.value.Faisal Hai Ali has concluded after a long time work on stabilization ofresidual soils with high percentage of siliceous material with ash materials of19agricultural waste like rice husk has potential pozzolanic properties and can be anexcellent material in enhancement of other stabilization methods like using lime orcement.Sivanna investigated the role of rice husk ash as secondary additive to theblack cotton soil along with lime. It was shown that rice husk ash, together withlime, accelerates the settlement and also it improves the consolidation characteristicsto a certain extent.Another material that is used as an additive in soil stabilization is fly ash, awork product from thermal plants. Research in India and abroad over the last threedecades has established that this waste product can be converted into meaningfulwealth as new construction material by taking advantage of its pozzolanic properties.From the above literature review it is felt that waste product such as cinderash, fly ash, and rice husk ash, when used as additives in soil stabilization have beenformed to some extent. In the same way the present study was taken into investigatethe use of Rice husk ash which is one of the cheapest material. Stone dust is obtained asa waste from disintegrated rocks of quarries, after the crushing id rocks which isresulted from quarry, This will be available in large quantities of or near quarries.Hence the present investigation is intended to study the effectiveness ofstone dust in stabilizing the soil properties.202.2) SCOPE OF THE WORKScope of the present investigation is to explore the possibility by using lime and rice husk as a stabilizing agent in improvising the properties of expansive soils. Study of various engineering properties with 5% of lime and varying percentage of Rice husk ash content was done.21MATERIALSMaterial used in this study were1. Expansive Soil 2. Lime 3. Rice husk ashEXPANSIVE SOIL:Type of soil used in this investigation is of having high clay content, Blackcotton soil. The soil was brought from the site near Jameelapet village,Bibinagar(Mandal), Nalgonda(Dist). The soil was air dried pulverized and passingthrough IS: 424 micron sieve was taken for the study of properties.Different Engineering properties are soil initially can be find by conductingcorresponding the experiments according to IS code specification.LIME: Lime is a general term for calcium-containing inorganic materials in which carbonates, oxides and hydroxides predominate. Strictly speaking, lime is calcium oxide or calcium hydroxide. It is the name of the natural mineral (native lime) CaO occurs as a product of coal seam fires and in altered lime stone xenoliths in volcanic ejection. The word lime originates with its earliest use as building mortar and has a sense of sticking and or adhering. Burning converts them into the highly caustic material quicklime (calcium oxide, Cao) and through subsequent addition of water, into less caustic (but still strongly alkaline) slaked lime or hydrated lime (calcium hydroxide, CA (OH)2 =74.10), the process of which is called slaking of lime 22METHODOLOGY4.1 PLASTIC LIMIT:Definition:Plastic limit denotes the boundary between plastic and semi solid state of asoil, at which its capacity to retain shape is minimum specially, this is definedas the water content at which the soil tends to crumble when rolled intothreads of 3 mm dia.Procedure:(i)Mix thoroughly about 40 to 50g of moist soil.(ii)Make three or four convenient parts of the soil.(iii)Roll the soil on a glass plate with the hand until a thread 3 mm isobtained.(iv)Put the crumble pieces of thread in an evaporating dish and obtain thewater content which gives the plastic limit.Result:Plastic limit of the taken soil = 23.2%234.2 DETERMINATION OF SHRINKAGE LIMIT OF SOIL:Procedure:(i)Preparation of soil paste: Take about 100g soil sample from a thoroughlymixed portion of the material passing 425 IS sieve.(ii)Place about 30g of the above sample in evaporation dish and mix itthoroughly with distilled water. Water added should be sufficient to fillthe voids in the soil completely make the soil past enough to readilyworked into the shrinkage dish without entrapping air bubbles. In the caseof plastic soils, the water content of the paste may exceed its liquid limitby as much as 10% while for finable soils the amount of water required toobtain the desired consistency may be equal to or slightly more thanliquid limit.(iii)Clean the shrinkage dish and determine its Weight acm3urately.Todetermine its volume place the dish on a evaporating dish and fill theshrinkage dish with mercury till it over flows. Then remove the dish andwish off any mercury adhering to the outside of the shrinkage dish.Transfer the mercury into another evaporating dish and weight it coat theinner side of the shrinkage dish with a thin layer of Vaseline in the centerof the dish, place the soil paste about one third the volume of the dish,with the help of spatula. Repeat top the dish gently on rubber sheet andallow the paste to flow towards the edge. Repeat the process till the dishis completely filled and excess soil over flows. Strike off the excess soilpast with a straight edge wipe off the soil adhering to the outside of thedish.24Weight the shrinkage dish and keep it open to air until the colour of pat turnsdark to light keep the dish into the oven and dry the pat to constant weight at 1050c to1100cand place the dish in a desicm3ators and weight it immediately. Keep the glassup in a china dish. Fill the cup to overflowing with mercury. Remove the excessmercury by passing the glass plate with the three prongs firmly over the top of thecup transfer the cup transfer the cup to another evaporating dish, wipe off anymercury which may be adhering to the cup. Place the oven dried soil put on thesurface of mercury in the cup and carefully face the pat into the mercury by pressingit by the glass plate containing three metal passing prongs. Collect the displacedmercury and weight it. The volume of the dry soil pat is then determined by dividingby dividing this weight by the unit weight of mercury.RESULT:Shrinkage limit of the taken soil=14.11%Shrinkage ratio=1.91Volumetric shrinkage=0.63%254.3 GRAIN SIZE DISTRIBUTION OF SOIL:Procedure:1) Arrange the sieve of size 4.75mm, 2.00mm, 1.00mm, 600 micron, 425micron, 300 micron, 150 micron and 75 micron, in order of decreasingaperture size, after ensuring that all of them are clean the receive is placed atthe bottom.2) Weight 100gms of the give sample of soil and pour it into the top-most sieve.The lid is kept in position.3) Shake the sieve of 15 min holding the sieve inclined at an angle of 150 to thevertical. The shaking is done in a circular motion.4) Determine the weight of soil particles retained on each sieve and tabulatedthe results.5) Draw the grain-size distribution curve with the logarithm of the aperture sizeon x-axis and percentage passing through the sieve on y-axis. Fit in asmooth curve and determine the value of D10, D30 and D60.6) Calculate the value of uniformity co-efficient (Cu) and the co-efficient ofcurvature (Cc).Results: Cu=2.5 Cc =1.024.4 Specific Gravity of Soil:Procedure:1. Weight the clean dry density bottle with the cap acm3urate to 0.01gm(W1).2. Place oven dry soil passing 4.75mm IS sieve into the density bottle andweights it (W2), Take 200gms in case into fine grained soil and 400gms incase of medium to coarse grained soil.3. Fill the density bottle to half of its height with distilled water and mix itthoroughly with glass rod. Replace the screw top and fill the density bottlefrom outside and weight it (W2).4. Remove contents, wash the density bottle, poor distilled water flush with thehole of the conical cap and weight if (W4)5. Repeat steps 2 to 4 for two more determination of SG.Calculation:()G= () ()GT =Specific gravity of water attempt of the testThe specific gravity of soil normally ranges from 2.65 to 2.85. Organic soils mayhave very low specific gravity.RESULT:The specific gravity of taken black cotton soil= 2.5274.5 LIQUID LIMIT OF SOIL:Procedure:-1) Weight 120g of soil passing through IS 425 S micron sieve and transfer into achina dish.2) Mix the soil thoroughly with some distilled water in a dish to form a uniformpaste.3) Place a portion of the paste in the cup of the liquid limit device and smoothenthe surface to the maximum depth 10mm, with the help of grooving tool(casagrade or ASTM tool). The paste in the cup is divided along the cupdiameter (Through the centre line of the foller), by holding the normal to thesurface of the cup and drawing it firmly across. Thus a v-shaped cup 2mmwide at the bottom and 11 mm at the top and 8 mm deep will formed. Thenthe use of sandy soil casgrade tool does not form a neat groove and henceASTM is used.4) Take approximately 10gms of soil in a clean, evaporating disk for moisturecontent determination preferable from the closed portion of groove.5) Rotate the handle at a uniform rate about two revolumeutions per second andcount. The no of rate about two revolumeutions per sec till the gap betweenthe halves of the soils dose through a distance of 10mm. The groove shouldbe closed by the flow in the soil itself but not by slippage between the soiland the cup.6) By changing the water content suitability, repeat the experiment to obtain atleast sieve sets of value such that no of blows the between 10 and 40.Result:Liquid limit of soil =69.05%284.6 FREE SWELL INDEX OF SOILSProcedure:1) Take 10gms of oven dry soil passing through 425 sieve and pour into a100ml graduated jar. Similarly prepare another cylinder with same Weight ofsoil.2) Fill one cylinder with Kerosene oil and the other cylinder with distilled waterupto the 100 ml.3) Remove the entrapped air from both the cylinders by striking with glass rod.4) Allow the sediments in both cylinders to settle down for 24 hours.5) Read the volume of soil in the Kerosene filled graduated jar (Vk.) Kerosenebeing a non-polar liquid does not cause swelling of the soil.6) Read the volume of soil in the distilled water filled graduated jar (Vd)Observation:-1. Volume of the soil in Kerosene filled graduated cylinder (Vk)=9m2. Volume of the soil in distilled water filled cylinder (Vd)=17ml3. Calculations:Free swell index =V= *100 =88.89%Result:-Free swell index of given soil= 88.89%294.7 STANDARD PROCTOR TESTProcedure:1. Determine the weight of their empty assemble the base and collar and applythin coat of oil to the inside.2. Weight about 2.5kg of soil passing through the IS Sieve No. 4.75mm into amixing pen and sieved it.3. Add sufficient water to given water content of about 8% will the soilthoroughly.4. Place the moist soil in the mould in five layers compact each layer with 25blows should be uniformly spread over the entire surface of the soil. Thefinal compacted soil should extend slightly beyond the top of the mould intothe collar.5. Release the screws holding the collar and would together rotate the collarslight and then removed it by pulling it upwards.6. Trim the soil with a sledge and level the top of the mould remove the mouldfrom base and weight it.7. Take representative sample of soil from this cake for water contentdetermination preface the centre.8. Increase the water content by increment of above 2% depending upon the rateof increase in the soil until the weights reduce considerably.30RESULT:MIXPROPORTIONSMAXIMUM DRYDENSITY(g/ cm3 )OPTIMUMMOISTURECONTENT (%)REFER TOPAGE NO.Black Cotton Soil(100%)1.50 g/ cm324.21%44Lime (5%) andRice husk Ash (5%)1.68 g/ cm315.73%45Stone dust (10%) andsoil (90%)1.69 g/ cm313.88%46Stone dust (15%) andsoil (85%)1.59 g/ cm322.94 %47Stone dust (20%) andsoil (80%)1.64 g/ cm319.61%48314.8 UNCONFINED COMPRESSION TESTPROCEDURE:1) Apply oil thinly to the mould, collar and base plate.2) Take 2.5kg of the given clayey sample and mix up the soil thoroughlywith the water at the optimum moisture content.3) Compact the sample in the mould in three layers with 25 blows on eachlayer with the standard rammer.4) Remove the collar, cut the sample to the top of the mould with knifeedge.5) Extract the sample from the mould and place it in the loading unit.6) Apply the load at the rate of 1.25mm/min.7) Measure the load at regular intervals of strain in the specimen.8) Tabulate the reading and draw a graph between load and deformation.9) Calculate average area of cross section using A=Ao /(1-)Where A=corrected area of cross sectionAo =Initial area of cross section=h/ho10) Shear strength = P/2AWhere P=Ultimate load32RESULT:MIXPROPORTIONSUNCONFINEDCOMPRESSIVESTRENGTH(Kg/ Cm2 )SHEARSTRENGTH(Kg/ Cm2 )REFER TOPAGE NO.Black CottonSoil (100%)0.25610.128149Stone dust (5%)andsoil (95%)0.24580.122950Stone dust (10%)andsoil (90%)0.40120.200651Stone dust (15%)andsoil (85%)3.051.52552Stone dust (20%)andsoil (80%)0.6290.314553334.9 CALIFORINA BEARING RATIO TESTPROCEDURE:1) Arrange the mould on the base plate with the spacer disc and assemble theextension collar a top.2) Weigh about 6kg of soil, sieve it passing through 4.75mm IS sieve.3) Mix the soil thoroughly with a required percentage of water and compactthe soil in three layers, each being compacted by 56 blows by 2.50kgrammer falling through 31cm,the blows being distributed uniformly all overthe surface.4) Remove the extension piece, trim the soil and remove the base plate andspacer disc and assemble the base plate.5) Keep a minimum of 4.5kg of surcharge on the sample in the shape of discweights. The surcharge load usually corresponds to the weights of thepavement above.6) Keep the entire mould under a loading frame and seat the penetration pistonon the soil and adjust the proving ring dial and the penetration dial to readzero.7) Rotate the loading handle at a steady rate of 1.25mm/min and note theproving dial readings corresponding to penetrations of 0.64mm, 1.27mm,1.91mm, 2.54mm, 5.08mm and 7.62mm.34STANDARD LOADS FOR CRUSHED STONEPenetrationin mm2.505.007.5010.0012.50Standardload in Kg13702055263031803600RESULT:MIX PROPORTIONSCALIFORNIA BEARINGRATIO VALUESREFERPAGE NO.@2.5mm@5mmMAXBlack Cotton Soil (100%)0.98%1.09%1.09%54Stone dust (5%) and soil(95%)1.80%1.85%1.85%55Stone dust (10%) and soil(90%)1.54%1.95%1.95%56Stone dust (15%) and soil(85%)0.56%1.02%1.02%57Stone dust (20%) and soil(80%)0.89%0.85%0.89%58355) EXPERIMENTAL VALUES5.1) GENERAL PROPERTIES FOR BLACK COTTON SOILDRY SIEVE ANALYSISSeri al no.IS SIEVEApparat us sizeWeight of soil retained% Weight retainedCumulative % weight retained% passed through14.75mm4.7552.55.255.2594.7522mm225525.530.7569.2531mm127727.758.4545.5546000.614814.873.2526.7553000.314114.187.3512.6561500.1580895.354.657750.075444.499.750.258panpan2.50.251000RESULT:D10 = 0.25mmD30 =0.64mmD60 =1.6mmCu ==2.5Cc ==1.0236SPECIFIC GRAVITY OF BLACK COTTON SOILWEIGHTSTrail 1Trail 2Empty weight of bottle(W1)33.4333.39Empty weight of bottle + soil(W2)53.4653.35Empty weight of bottle + soil + water (W3)94.7795.28Empty weight of bottle +water(W4)83.083.02Specific gravity (G)2.422.59FORMULA:()G= () ()The average specific gravity of taken black cotton soil = 2.537LIQUID LIMIT OF BLACK COTTON SOILSerialno.Description12341Number of blows473520262Container number2/87/c05/c3Weight of container (W1)8.238.007.739.304Weight of container + soil (W2)25.4317.5016.4317.925Weight of container + dry soil (W3)18.6313.5512.8914.346Water content65.3871.1768.6071.03The average liquid limit of the soil =69.05%100 90 80 70 60 50 40 30 201000.254.650.010.1 94.7569.2545.5526.7512.6511038PLASTIC LIMITSerial no.Description121Container number47/11202Weight of container (W1)33.0633.363Weight of container + soil (W2)50504Weight of container + dry soil (W3)47.1946.515Water content19.88%26.5%The average plastic limit of soil =23.2%Plasticity index = Liquid limit plastic limit= 69.05 -23.2= 45.85%39SHRINKAGE LIMITDESCRIPTIONA)WATER CONTENT OF WET SOIL PAT1)Shrinkage dish number82)Weight of shrinkage dish115.723) Weight of shrinkage dish + wet soil pat161.804) Weight of shrinkage dish + dry soil pat147.055) Weight of dry soil pat wd31.336)Weight of water14.757)Water Content of soil pat47.08%B)VOLUME OF WET SOIL PAT8)Evaporation dish numberA79)Weight of mercury filling shrinkage dish +evaporation dish713.510)Weight of evaporation dish35011)Weight of mercury filling shrinkage dish363.512)Volume of wet soil pat26.73C)VOLUME OF DRY SOIL PAT13)Evaporation dish numberA714)Weight of mercury displaced by dry soil +evaporation dish5734015) weight of evaporating dish35016) Weight of mercury displaced by dry soil22317) volume of dry soil pat16.40RESULT:SHRINKAGE LIMITSHRINKAGE RATIO (Ws) =14.11%(SR) =1.91VOLUMETRIC SHRINKAGE (VS) =0.63%415.2) STONE DUST PROPERTIESDRY SIEVE ANALYSISIS SIEVEApparatu s sizeWeight of soil retained% Weight retainedCumulative % weight retained% passed through4.75mm4.755.50.550.5599.452mm218.51.852.497.61mm1332.533.2513.6564.356000.6107.510.7546.453.63000.329329.375.724.31500.1517617.693.36.7750.07539.53.9597.252.75panpan28.52.851000RESULT:D10 = 0.18mmD30 = 0.35mmD60 =0.84mmCu ==4.72Cc ==0.8142SPECIFIC GRAVITY OF STONE DUSTWEIGHTSIn gmsEmpty weight of bottle(W1)273Empty weight of bottle + soil(W2)473Empty weight of bottle + soil + water (W3)1051Empty weight of bottle +water(W4)923Specific gravity (G)2.77FORMULA:()G= () ()The average specific gravity of stone dust = 2.7743Stone dust (0%)Black cotton Soil (100%)Mould weight(W1gms)=2275gmVolume of mould=997.45cm3Serial.no.Description123451Weight of mould+Wetsoil (W2 gms)3936.540834127.5413941002Weight of wet soil(W2-W1)gms1661.518081852.5186418253Container No.44/62042163054Weight of container30.7918.3517.8730.4832.805Weight ofcontainer+Wet soil54.1344.5945.3267.1065.006Weight ofcontainer+dry soil50.8139.9739.9759.1657.437Weight of water (5-6) ingms3.324.625.357.947.578Weight of dry soil (6-4)in gms20.0221.6222.128.6824.639Water contentW =(7)*100/(8) in %16.58%21.37%24.21%27.68%30.73%10Wet density =(2)/V ing/cm31.661.811.861.871.8311Dry densityd =(10)/(1+(w/100))1.421.491.501.461.40Table no.1: Optimum moisture content for black cotton soil44Stone dust (5%)Black cotton Soil (95%)Mould weight(W1gms)=2275gmVolume of mould=997.45cm3Serial.no.Description12341Weight of mould+Wet soil(W2 gms)41464213.54167.041492Weight of wet soil(W2-W1)gms18711938.5189218743Container No.B21081102054Weight of container24.3615.4114.6917.305Weight of container+Wetsoil46.4965.4351.2344.256Weight of container+drysoil43.6558.6345.7639.467Weight of water(5-6) ingms2.846.805.474.798Weight of dry soil(6-4) ingms19.2943.2231.0722.169Water contentw=(7)*100/(8) in %14.72%15.73%17.61%21.62%10Wet density =(2)/V ing/cm31.881.941.901.8811Dry densityd=(10)/(1+(w/100))1.641.681.621.65Table no.2: Optimum moisture content @ stone dust 5%45Stone dust (10%)Black cotton Soil (90%)Mould weight(W1gms)=2275gmVolume of mould=997.45cm3Serial.no.Description123451Weightofmould+Wetsoil (W2 gms)4098.54192.5419441214102.52Weight of wet soil(W2-W1)gms1823.51917.5191918461827.53Container No.47/1121610682244Weight of container33.0617.9216.6719.1814.645Weight of container+Wetsoil53.1539.5840.7636.8534.126Weight of container+drysoil50.9636.9437.3533.2030.777Weight of water(5-6) ingms2.192.643.413.653.358Weight of dry soil(6-4) ingms17.919.0220.6819.0216.139Water contentw=(7)*100/(8) in %12.23%13.88%16.49%19.19%20.77%10Wet density =(2)/V ing/cm31.831.9221.9231.851.8311Dry densityd=(10)/(1+(w/100))1.631.691.651.551.52Table no. 3: Optimum moisture content @ stone dust 10%46Stone dust (15%)Black cotton Soil (85%)Mould weight(W1gms)=2275gmVolume of mould=997.45cm3Serial.no.Description12341Weight of mould+Wet soil(W2 gms)41484218419641322Weight of wet soil(W2-W1)gms18731943192118573Container No.47/11549/2627/504Weight of container33.0832.8034.4134.895Weight of container+Wetsoil62.4672.7265.9371.586Weight of container+drysoil57.7065.2759.2862.747Weight of water(5-6) ingms4.767.456.658.848Weight of dry soil(6-4) ingms24.6232.4724.8727.859Water contentw=(7)*100/(8) in %19.33%22.94%26.74%31.74%10Wet density =(2)/V ing/cm31.881.951.931.8611Dry densityd=(10)/(1+(w/100))1.581.591.521.41Table no. 4: Optimum moisture content @ stone dust 15%47Stone dust (20%)Black cotton Soil (80%)Mould weight(W1gms)=2351.5gmVolume of mould=997.45cm3Serial.no.Description123451Weightofmould+Wetsoil(W2 gms)40704098.54257430843002Weight of wet soil(W2-W1)gms1718.517471905.51956.51948.53Container No.47/11117/122024Weight of container33.0725.0931.5518.6032.775Weight of container+Wetsoil54.7544.8580.6144.7763.016Weight of container+drysoil52.2742.4056.4040.4857.167Weight of water(5-6) ingms2.482.454.214.295.858Weight of dry soil(6-4) ingms19.217.3124.8521.8824.399Water contentw=(7)*100/(8) in %12.92%14.15%16.94%19.61%23.99%10Wet density =(2)/V ing/cm31.721.751.911.961.9511Dry densityd=(10)/(1+(w/100))1.521.531.631.641.57Table no. 5: Optimum moisture content @ stone dust 20%48UNCONFINED COMPRESSION TEST VALUES OF BLACK COTTON SOILStrain dial guage readingDeformation In mmstrainProving ring readingLoad in kgCorrected areaStress in kg/cm2200.020.000271.20.14411.3410.0127400.040.0005332.20.26411.3460.0232600.060.00082.50.311.3490.0264800.080.0010674.90.58811.350.05181000.100.0013336.80.81611.3550.07181200.120.00168.61.03211.3580.09081400.140.00186710.41.24811.3610.10981600.160.00213312.11.40211.3640.12331800.180.002413.41.60811.3670.14142000.200.00266714.91.78811.3700.15712500.250.00333317.42.08811.3780.18353000.300.004019.62.35411.3860.20653500.350.00466721.22.54411.3930.22324000.400.00533322.52.711.4010.23684500.450.006023.42.80811.4080.24615000.500.00666723.92.86811.4160.25125500.550.00733324.22.911.4230.25426000.600.008024.42.92811.4310.25616500.650.008667242.8811.4390.25177000.700.009333232.7611.4460.24117500.750.0121.12.5411.4550.222Table no. 6: UNCONFINED COMPRESSION TEST values for soil49Unconfined Compression Test of stone dust @5%Strain dial guage readingDeformation In mmstrainProving ring readingLoad in kgCorrected areaStress in kg/cm2200.020.000272.60.31211.3410.0275400.040.0005335.20.62411.3460.0550600.060.00087.00.8411.3490.0740800.080.0010678.91.0711.350.09451000.100.00133310.41.2511.3550.11011200.120.001611.81.4211.3580.12501400.140.00186713.31.6011.3610.14081600.160.00213314.41.7311.3640.15221800.180.002415.81.9011.3670.16722000.200.00266716.92.0311.3700.17852500.250.00333319.42.3311.3780.20483000.300.004021.22.5411.3860.22313500.350.00466722.52.711.3930.23104000.400.00533323.32.8011.4010.24564500.450.006023.82.8611.4080.25075000.500.00666723.92.8711.4160.25145500.550.00733323.72.8411.4230.24366000.600.008023.42.8111.4310.24586500.650.00866722.92.7511.4390.24047000.700.00933322.42.6911.4460.2350Table no. 7: UNCONFINED COMPRESSION TEST values for stone dust 5%50Unconfined Compression Test for stone dust @10%Strain dial guage readingDeformation In mmstrainProving ring readingLoad in kgCorrected areaStressin kg/cm2200.020.000271.60.19211.3410.0169400.040.0005333.40.40811.3460.0359600.060.00085.20.62411.3490.0549800.080.0010677.40.88811.350.07821000.100.00133310.21.22411.3550.10771200.120.001612.61.51211.3580.13311400.140.00186714.71.77611.3610.15631600.160.00213317.12.05211.3640.18041800.180.002418.82.25611.3670.19842000.200.00266721.22.55411.3700.22462500.250.00333326.83.21611.3780.28263000.300.004030.23.62411.3860.31823500.350.00466733.33.99611.3930.35694000.400.00533335.74.28411.4010.37374500.450.006037.24.46411.4080.39135000.500.00666737.94.54811.4160.39835500.550.00733338.2458411.4230.40126000.600.008038.14.57211.4310.39996500.650.00866737.84.53611.4390.39657000.700.00933336.64.39211.4460.38377500.750.0134.84.17611.4550.3645Table no. 8: UNCONFINED COMPRESSION TEST values for stone dust 10%51Table no.9: Unconfined Compression Test for stone dust @ 15%Strain dial guage readingDeformation In mmstrainProving ring readingLoad in kgCorrected areaStress in kg/cm2200.020.00027101.211.3410.106400.040.000533192.2811.3460.2600.060.0008374.4411.3490.388800.080.001067546.4811.350.5651000.100.001333738.7611.3550.761200.120.00169110.9211.3580.9461400.140.00186710612.7211.3611.0981600.160.00213311113.3211.3641.1461800.180.002411313.3611.3671.1652000.200.00266714917.8811.3701.5262500.250.00333316419.6811.3781.6773000.300.004019923.8811.3862.0103500.350.00466720724.8411.3932.0754000.400.00533324729.6411.4012.4574500.450.006027432.8811.4082.7085000.500.00666729134.9211.4162.8555500.550.00733330937.0811.4233.0096000.600.008031537.811.4313.0486500.650.00866731037.211.4392.9767000.700.00933328934.6811.4462.7527500.750.0125931.0811.4552.44852Unconfined Compression Test for stone dust @20%Strain dial guage readingDeformation In mmstrainProving ring readingLoadin kgCorrected areaStress in kg/cm2200.020.0002740.4811.3410.042400.040.0005338.91.06811.3460.094600.060.000812.21.46411.3490.128800.080.00106716.21.94411.350.1711000.100.00133320.42.44811.3550.2151200.120.001624.82.97611.3580.2621400.140.00186727.43.28811.3610.2891600.160.00213330.43.64811.3640.3211800.180.002433.44.00811.3670.3522000.200.002667364.32011.3700.3792500.250.00333340.64.87211.3780.4283000.300.0040485.7611.3860.5053500.350.00466754.16.45211.3930.5694000.400.005333586.9611.4010.6104500.450.006059.87.17611.4080.6295000.500.00666758.36.99611.4160.6125500.550.007333536.36011.4230.5566000.600.008045.45.44811.4310.4766500.650.00866736.84.41611.4390.386Table no.10: Unconfined Compression Test for stone dust @20%53California Bearing Ratio VALUES @ Black cotton soilLeast count of proving ring dial guage= 1 division =0.2469 kgs.no.Penetration dial readingPenetration In mmProving ring dial reading in divisionsLoad in kg100002500.516.84.1483100127.66.81441501.5368.8885200245.811.30862502.554.213.3827300361.415.16083503.575.218.567940048220.246104504.586.421.33211500590.622.369125505.594.223.25813600696.823.900146506.59924.44315700710225.184167507.510525.925Table no. 11: California Bearing Ratio VALUES @ Black cotton soil54California Bearing Ratio VALUES @ stone dust 5% Least count of proving ring dial guage= 1 division =0.2469 kgs.no.Penetration dial readingPenetration In mmProving ring dial reading in divisionsLoad in kg100002500.5122.96331001286.91341501.555.513.703520027719.01162502.510024.6973003116.528.76483503.513533.3329400414335.307104504.5145.535.92411500515438.023125505.516040.24513600617342.714146506.517944.195Table no. 12: California Bearing Ratio VALUES @ Stone dust 5%55California Bearing Ratio VALUES @ stone dust 10% Least count of proving ring dial guage= 1 division =0.2469 kgs.no.Penetration dial readingPenetration In mmProving ring dial reading in divisionsLoad in kg100002500.56.41.5803100120.024.98741501.539.49.7285200242.810.56762502.585.821.18473003107.226.46883503.5122.430.2219400413733.825104504.5151.837.479115005162.640.146125505.517543.208136006188.246.467146506.5198.849.084157007208.251.842Table no. 13: California Bearing Ratio VALUES @ Stone dust 10%56California Bearing Ratio VALUES @ stone dust 15% Least count of proving ring dial guage= 1 division =0.2469 kgs.no.Penetration dial readingPenetration In mmProving ring dial reading in divisionsLoad in kg100002500.57.91.876310018.61.95141501.5212.1235200231.45.18562502.543.87.7537300352.210.81483503.56212.9869400470.615.308104504.58520.986115005102.222.764125505.595.223.505Table no. 14: California Bearing Ratio VALUES @ Stone dust 15%57California Bearing Ratio VALUES @ stone dust 20% Least count of proving ring dial guage= 1 division =0.2469 kgs.no.Penetration dial readingPenetration In mmProving ring dial reading in divisionsLoad in kg100002500.51.80.4443100110.62.61741501.521.85.3825200236.69.03762502.549.612.2467300357.214.12383503.56215.3089400464.415.9104504.566.816.4931150057117.538125505.576.218.8141360067719.011146506.578.119.28315700778.719.431Table no. 15: California Bearing Ratio VALUES @ Stone dust 20%58Optimum Moisture Content for BLACK COTTON SOIL1.551.51.51.49Dry densityg/cc1.451.461.421.41.41.351.30.00%5.00% 1.3210.00%15.00%20.00%25.00%30.00%35.00%40.00%Optimum Moisture content %Graph No. 1: Optimum moisture content values for soil59OPTIMUM MOISTURE CONTENT FOR STONE DUST (5%)1.71.681.681.66Dry density g/cc1.64641.621.621.61.581.561.540.00%5.00% 1.5510.00%15.00%20.00%25.00%Optimum Moisture content %Graph No. 2: Optimum moisture content values for Stone dust 5%60OPTIMUM MOISTURE CONTENT FOR STONE DUST (10%)1.71.681.691.66Dry density g/cc1.641.65 1.62 1.61.61.581.561.541.551.521.521.50.00%5.00%10.00%15.00%20.00%25.00%Optimum Moisture content %Graph No. 3: Optimum moisture content values for stone dust 10%61OPTIMUM MOISTURE CONTENT FOR STONE DUST (15%)1.651.61.581.551.5 1.591.52Dry density g/cc1.451.40.00%5.00% 1.4110.00%15.00%20.00%25.00%30.00%35.00%Optimum Moisture content %Graph No. 4: Optimum moisture content values for stone dust 15%62OPTIMUM MOISTURE CONTENT FOR STONE DUST (20%)1.661.641.64 1.631.62Dry density g/cc1.61 1.61.581.57 1.561.541.53 1.521.521.50.00%5.00%10.00%15.00%20.00%25.00%30.00%Optimum Moisture content %Graph No. 5: Optimum moisture content values for stone dust 20%630.UNCONFINED COMPRESSION TEST (Black cotton soil)0.30.20.26610.250.24612512 42 0.23680.22320.2065 0.2 0.2517 0.24110.2220.1835STRESS0.1571 0.150.14140.12330.1098 0.10.09080.07180.050.05180.0264 0.02320.0127000.0020.004 0.0060.0080.010.012STRAINGraph No. 6: Unconfined compression test values for soil64UNCONFINED COMPRESSION TEST (stone dust 5%)0.30.25074860.250.24560.2514 0.20.24580.231 0.22310.20.2048 00.2404 .2350.17850.1672STRESS0.150.1522 0.14080.1250.11010.10.09430.0740.050.0550.0275000.0010.002 0.0030.0040.0050.0060.0070.0080.0090.01STRAINGraph No. 7: Unconfined compression test values for stone dust 5%65UNCONFINED COMPRESSION TEST (stone dust 10%)0.450.40.35 0.39830.4012 0.3999 0.3913 0.39650.37570.3837 0.36450.35090.31820.30.28260.25STRESS0.22460.20.19840.18050.150.15630.13310.10.10770.07820.05 0.0549 0.03590.0169000.002 0.0040.0060.0080.010.012STRAINGraph No. 8: Unconfined compression test values for stone dust 10%66UNCONFINED COMPRESSION TEST (stone dust 15%)3.5333.009 .05 2.9762.8552.7082.7522.52.4572.449222.014 .075STRESS1.6771.51.5261.1651.146 1.09810.9460.760.5 0.565 0.3880.2 0.106000.0020.0040.0060.0080.010.012STRAINGraph No. 9: Unconfined compression test values for stone dust 15%67UNCONFINED COMPRESSION TEST (stone dust 20%)0.70.6290.60.60.6120.5690.5560.50.5050.4760.4280.40.3790.386STRESS0.3520.321 0.30.2890.2620.215 0.20.1710.1280.10.0940.042000.0010.0020.003 0.0040.0050.0060.0070.0080.0090.01STRAINGraph No. 10: Unconfined compression test values for stone dust 20%68CALIFORNIA BEARING RATIO VALUES @ BLACK COTTON SOIL3025212020.246 25.925 25.18423.9 24.443 23.25822.3693218.56LOAD in Kg1515.1613.38211. 08108.8886.81454.14800012345678penetration in mmGraph No. 11: California bearing ratio for soil69CALIFORNIA BEARING RATIO VALUES @ Stone dust 5%504544.195 42.7944040.24538.0233535.30735.9 4 33.3323028.764LOAD in Kg2524.692019.0 11513.703106.91352.9630 001234567penetration in mmGraph No. 12: California bearing ratio for stone dust 5%70CALIFORNIA BEARING RATIO VALUES @ Stone dust 10%6051.842 5049.08446.46743.2084040.14637 7933.825LOAD in Kg3030.22126.46821.184 201 567109.7284.9871.58 00012345678penetration in mmGraph No. 13: California bearing ratio for stone dust 10%71CALIFORNIA BEARING RATIO VALUES @ Stone dust 15%2523.505 22.76420.9862017.4 11515.308LOAD in Kg12.98610.814 107.75355.181.9512.123 1.8760001234567penetration in mmGraph No. 14: California bearing ratio for stone dust 15%72CALIFORNIA BEARING RATIO VALUES @ Stone dust 20%251201118.8149.0119.2839.43117.53816 93 15.91515.30814.123LOAD in Kg12.246109.0 755.3822.617000.444012345678Penetration in mmGraph No. 15: California bearing ratio for stone dust 20%73CONCLUSIONFrom the standard proctor test is inferred that the optimum moisture contentis decreasing and moisture dry density is increasing. The increase in the maximumdry density of the treated soil reflects of the decreased resistance offered byflocculated soil structure. This can be further more improved by using cementicbinders like lime or cement in further investigation.From the results of unconfined compression tests, it was observed that theshear strength increases with the varying stone dust percentage.By the addition of stone dust the differential pressure of the soil decreases.The study of stabilization using stone dust is primary and some negativecharacteristics of results are studied and can be improved by using other additive andcan be further investigated, from which it is probable that cohesive property, MDDcan also be improved.The study of stone dust recommends good and cheap secondary additivewhich can be used in lime stabilization this report forms the basis for furtherinvestigation with binder additive this brings economy as well as better stabilization.74REFERENCES1.A Text book on Soil Mechanics and Foundation Engineering K.R.ARORA2.Geotechnical Engineering by C.VENKATARAMAIAH3.Soil Mechanics and Foundations by B.C.PUNMIA.4.IS codes 2720 part 2, part 5, part 6, part 26, part 7, part 9.5.A Text book on Soil Mechanics Engineering Pratice TERZAGHI, K &R.B.PECK, JOHNWELLY & SONS, NEWYORK.75