SOIL STABILIZATION USING WASTE FIBER MATERIALS

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SOIL STABILIZATION USING WASTEFIBER MATERIALSArpan SenRishabh KashyapDepartment of Civil Engineering,National Institute of Technology Rourkela,Rourkela – 769008, India.[i]

SOIL STABILIZATION USING WASTEFIBER MATERIALSProject Report Submitted in fulfillment of the requirements for the degree ofBachelor of TechnologyinCivil EngineeringbyArpan Sen (108CE019)Rishabh Kashyap (108CE018)Under the supervision ofProf. N. RoyDepartment of Civil EngineeringNational Institute of Technology, RourkelaRourkela- 769008, India.[ii]

Department of Civil EngineeringNational Institute of Technology RourkelaRourkela – 769008, Indiawww.nitrkl.ac.inCERTIFICATEThis is to certify that the project entitled SOIL STABILIZATION USING WASTEFIBER MATERIALS submitted by Mr. Arpan Sen (Roll No. 108CE019) and Mr. RishabhKashyap (Roll. No. 108CE018) in fulfillment of the requirements for the award ofBachelor of Technology Degree in Civil Engineering at NIT Rourkela is an authenticwork carried out by them under my supervision and guidance.Date: 09-5-2012Place: RourkelaProf. N. RoyProfessor and HeadDepartment of Civil EngineeringNational Institute of Technology Rourkela[iii]

ACKNOWLEDGEMENTWe would like to take this opportunity to thank NIT Rourkela for providing us withsuch a vibrant and learning atmosphere.First and foremost, we want to convey our most sincere gratitude to Prof. N. Roy,Professor and Head, Department of Civil Engineering, NIT Rourkela for taking out timefrom the hectic schedule and guiding us- all so in the most warm and friendly manner.We would also like to extend our thankfulness to all the professors of theDepartment of Civil Engineering for the collective knowledge imparted to us, making uscapable enough to see through the entire process.We are grateful to the staff and members of the Geotechnical EngineeringLaboratory for their relentless service and cooperation with us.Last but not the least; we appreciate all our friends just for being there andextending the moral support.Arpan SenRishabh Kashyap[iv]

ContentsPage no.List of FiguresviiiList of TablesixAbstractxChapter – 11-2INTRODUCTIONChapter – 23 -12LITERATURE REVIEW2.1Soil Stabilization2.1.1 Definition2.1.2 Needs and Advantages2.1.3 Methods2.2Soil Properties2.2.1 Atterberg Limits2.2.2 Particle Size Distribution2.2.3 Specific Gravity2.2.4 Shear StrengthChapter –313 - 21EXPERIMENTAL INVESTIGATIONS3.1Scope of Work3.2Materials3.3Preparation of Sample3.4Brief steps involved in experiments[v]

3.4.1 Specific Gravity of Soil3.4.2 Liquid Limit3.4.3 Plastic Limit3.4.4 Particle Size Distribution3.4.5 Proctor Compaction Test3.4.6 Direct Shear Test3.4.7 Unconfined Compression Strength TestChapter – 422 -52RESULTS AND DISCUSSIONS4.1Specific Gravity4.2Index Properties4.2.1 Liquid Limit4.2.2 Plastic Limit4.2.3 Plasticity Index4.3Particle Size Distribution4.4Standard Proctor Compaction Test4.5Direct Shear Test4.6Unconfined Compression Test4.7Discussions4.7.1 Inferences from DST4.7.2 Inferences from UCS TestCONCLUSIONS53-54References55[vi]

FigureNo.Name of the FigurePage No.1 Recron 3S fiber: Type CT-12152 Plasticity chart183 Liquid limit for soil sample- 1244 Liquid limit for soil sample- 2255 Particle size distribution of soil sample- 1276 Particle size distribution of soil sample- 2287 Proctor compaction test curve of soil sample- 1298 Proctor compaction test curve of soil sample- 2309 Mohr-Coulomb failure envelope of soil sample- 1 with 0 % reinforcement3110 Mohr-Coulomb failure envelope of soil sample- 1 with 0.05 % reinforcement3211 Mohr-Coulomb failure envelope of soil sample- 1 with 0.15 % reinforcement3312 Mohr-Coulomb failure envelope of soil sample- 1 with 0.25 % reinforcement3413 Mohr-Coulomb failure envelope of soil sample- 2 with 0 % reinforcement3514 Mohr-Coulomb failure envelope of soil sample- 2 with 0.05 % reinforcement3615 Mohr-Coulomb failure envelope of soil sample- 2 with 0.15 % reinforcement3716 Mohr-Coulomb failure envelope of soil sample- 2 with 0.25 % reinforcement3817 UCS curve for soil sample- 1 with 0 % reinforcement3918 UCS curve for soil sample- 1 with 0.05 % reinforcement4019 UCS curve for soil sample- 1 with 0.15 % reinforcement4120 UCS curve for soil sample- 1 with 0.25 % reinforcement4221 UCS curve for soil sample- 2 with 0 % reinforcement4322 UCS curve for soil sample- 2 with 0.05 % reinforcement4423 UCS curve for soil sample- 2 with 0.15 % reinforcement4524 UCS curve for soil sample- 2 with 0.25 % reinforcement4625 Relationship between cohesion and fiber content for soil sample- 14726 Relationship between cohesion and fiber content for soil sample- 24727 Relationship between angle of internal friction and fiber content for soil sample- 14828 Relationship between angle of internal friction and fiber content for soil sample- 24829 Relationship between UCS and fiber content for soil sample- 14930 Relationship between UCS and fiber content for soil sample- 24931 Comparison of cohesion values between soil sample- 1 and soil sample- 25132 Comparison of φ values between soil sample- 1 and soil sample- 25133 Comparison of UCS values between soil sample- 1 and soil sample- 252[vii]

Table No.Name of the TablePage No.1 Range of specific gravity for different soil types102 Index and strength paramters of PP-fiber153 Specific gravity for soil sample-1234 Specific gravity for soil sample-2235 Liquid limit for soil sample- 1246 Liquid limit for soil sample- 2257 Plastic limit for soil sample- 1268 Plastic limit for soil sample- 2269 Particle size distribution of soil sample- 12710 Particle size distribution of soil sample- 22811 Proctor compaction test results of soil sample- 12912 Proctor compaction test results of soil sample- 23013 DST observations of soil sample- 1 with 0 % reinforcement3114 DST observations of soil sample- 1 with 0.05 % reinforcement3215 DST observations of soil sample- 1 with 0.15 % reinforcement3316 DST observations of soil sample- 1 with 0.25 % reinforcement3417 Direct shear data sheet for soil sample-23518 DST observations of soil sample- 2 with 0 % reinforcement3519 DST observations of soil sample- 2 with 0.05 % reinforcement3620 DST observations of soil sample- 2 with 0.15 % reinforcement3721 DST observations of soil sample- 2 with 0.25 % reinforcement3822 UCS test observations for soil sample- 1 with 0 % reinforcement3923 UCS test observations for soil sample- 1 with 0.05 % reinforcement4024 UCS test observations for soil sample- 1 with 0.15 % reinforcement4125 UCS test observations for soil sample- 1 with 0.25 % reinforcement4226 UCS test observations for soil sample- 2 with 0 % reinforcement4327 UCS test observations for soil sample- 2 with 0.05 % reinforcement4428 UCS test observations for soil sample- 2 with 0.15 % reinforcement4529 UCS test observations for soil sample- 2 with 0.25 % reinforcement46[viii]

ABSTRACTThe main objective of this study is to investigate the use of waste fiber materials ingeotechnical applications and to evaluate the effects of waste polypropylene fibers on shearstrength of unsaturated soil by carrying out direct shear tests and unconfined compressiontests on two different soil samples. The results obtained are compared for the two samples andinferences are drawn towards the usability and effectiveness of fiber reinforcement as areplacement for deep foundation or raft foundation, as a cost effective approach.[ix]

CHAPTER – 1INTRODUCTION[1]

For any land-based structure, the foundation is very important and has to be strongto support the entire structure. In order for the foundation to be strong, the soil around itplays a very critical role. So, to work with soils, we need to have proper knowledge abouttheir properties and factors which affect their behavior. The process of soil stabilizationhelps to achieve the required properties in a soil needed for the construction work.From the beginning of construction work, the necessity of enhancing soil propertieshas come to the light. Ancient civilizations of the Chinese, Romans and Incas utilizedvarious methods to improve soil strength etc., some of these methods were so effective thattheir buildings and roads still exist.In India, the modern era of soil stabilization began in early 1970’s, with a generalshortage of petroleum and aggregates, it became necessary for the engineers to look atmeans to improve soil other than replacing the poor soil at the building site. Soilstabilization was used but due to the use of obsolete methods and also due to the absenceof proper technique, soil stabilization lost favor. In recent times, with the increase in thedemand for infrastructure, raw materials and fuel, soil stabilization has started to take anew shape. With the availability of better research, materials and equipment, it is emergingas a popular and cost-effective method for soil improvement.Here, in this project, soil stabilization has been done with the help of randomlydistributed polypropylene fibers obtained from waste materials. The improvement in theshear strength parameters has been stressed upon and comparative studies have beencarried out using different methods of shear resistance measurement.[2]

CHAPTER- 2LITERATURE REVIEW[3]

2.1Soil Stabilization2.1.1 DefinitionSoil stabilization is the process of altering some soil properties by differentmethods, mechanical or chemical in order to produce an improved soil material which hasall the desired engineering properties.Soils are generally stabilized to increase their strength and durability or to preventerosion and dust formation in soils. The main aim is the creation of a soil material orsystem that will hold under the design use conditions and for the designed life of theengineering project. The properties of soil vary a great deal at different places or in certaincases even at one place; the success of soil stabilization depends on soil testing. Variousmethods are employed to stabilize soil and the method should be verified in the lab withthe soil material before applying it on the field.Principles of Soil Stabilization: Evaluating the soil properties of the area under consideration. Deciding the property of soil which needs to be altered to get the design value andchoose the effective and economical method for stabilization. Designing the Stabilized soil mix sample and testing it in the lab for intendedstability and durability values.[4]

2.1.2 Needs & AdvantagesSoil properties vary a great deal and construction of structures depends a lot on thebearing capacity of the soil, hence, we need to stabilize the soil which makes it easier topredict the load bearing capacity of the soil and even improve the load bearing capacity.The gradation of the soil is also a very important property to keep in mind while workingwith soils. The soils may be well-graded which is desirable as it has less number of voids oruniformly graded which though sounds stable but has more voids. Thus, it is better to mixdifferent types of soils together to improve the soil strength properties. It is very expensiveto replace the inferior soil entirely soil and hence, soil stabilization is the thing to look for inthese cases. [9] It improves the strength of the soil, thus, increasing the soil bearing capacity. It is more economical both in terms of cost and energy to increase the bearingcapacity of the soil rather than going for deep foundation or raft foundation. It is also used to provide more stability to the soil in slopes or other such places. Sometimes soil stabilization is also used to prevent soil erosion or formation ofdust, which is very useful especially in dry and arid weather. Stabilization is also done for soil water-proofing; this prevents water from enteringinto the soil and hence helps the soil from losing its strength. It helps in reducing the soil volume change due to change in temperature ormoisture content. Stabilization improves the workability and the durability of the soil.[5]

2.1.3 Methods [8] Mechanical method of StabilizationIn this procedure, soils of different gradations are mixed together to obtain thedesired property in the soil. This may be done at the site or at some other placefrom where it can be transported easily. The final mixture is then compacted by theusual methods to get the required density. Additive method of stabilizationIt refers to the addition of manufactured products into the soil, which in properquantities enhances the quality of the soil. Materials such as cement, lime, bitumen,fly ash etc. are used as chemical additives. Sometimes different fibers are also usedas reinforcements in the soil. The addition of these fibers takes place by twomethods;a) Oriented fiber reinforcementThe fibers are arranged in some order and all the fibers are placed in thesame orientation. The fibers are laid layer by layer in this type of orientation.Continuous fibers in the form of sheets, strips or bars etc. are usedsystematically in this type of arrangement.b) Random fiber reinforcementThis arrangement has discrete fibers distributed randomly in the soil mass.The mixing is done until the soil and the reinforcement form a more or lesshomogeneous mixture. Materials used in this type of reinforcements are[6]

generally derived from paper, nylon, metals or other materials having variedphysical properties.Randomly distributed fibers have some advantages over the systematicallydistributed fibers. Somehow this way of reinforcement is similar to addition ofadmixtures such as cement, lime etc. Besides being easy to add and mix, thismethod also offers strength isotropy, decreases chance of potential weak planeswhich occur in the other case and provides ductility to the soil.[7]

2.2Soil properties2.2.1 Atterberg Limits1) Shrinkage Limit:This limit is achieved when further loss of water from the soil does not reduce thevolume of the soil. It can be more accurately defined as the lowest water content atwhich the soil can still be completely saturated. It is denoted by wS.2) Plastic Limit:This limit lies between the plastic and semi-solid state of the soil. It is determined byrolling out a thread of the soil on a flat surface which is non-porous. It is theminimum water content at which the soil just begins to crumble while rolling into athread of approximately 3mm diameter. Plastic limit is denoted by wP.3) Liquid Limit:It is the water content of the soil between the liquid state and plastic state of thesoil. It can be defined as the minimum water content at which the soil, though inliquid state, shows small shearing strength against flowing. It is measured by theCasagrande’s apparatus and is denoted by wL.2.2.2 Particle Size DistributionSoil at any place is composed of particles of a variety of sizes and shapes, sizesranging from a few microns to a few centimeters are present sometimes in the same soil[8]

sample. The distribution of particles of different sizes determines many physical propertiesof the soil such as its strength, permeability, density etc.Particle size distribution is found out by two methods, first is sieve analysis which isdone for coarse grained soils only and the other method is sedimentation analysis used forfine grained soil sample. Both are followed by plotting the results on a semi-log graph. Thepercentage finer N as the ordinate and the particle diameter i.e. sieve size as the abscissa ona logarithmic scale. The curve generated from the result gives us an idea of the type andgradation of the soil. If the curve is higher up or is more towards the left, it means that thesoil has more representation from the finer particles; if it is towards the right, we candeduce that the soil has more of the coarse grained particles.The soil may be of two types- well graded or poorly graded (uniformly graded). Wellgraded soils have particles from all the size ranges in a good amount. On the other hand, itis said to be poorly or uniformly graded if it has particles of some sizes in excess anddeficiency of particles of other sizes. Sometimes the curve has a flat portion also whichmeans there is an absence of particles of intermediate size, these soils are also known asgap graded or skip graded.For analysis of the particle distribution, we sometimes use D10, D30, and D60 etc.terms which represents a size in mm such that 10%, 30% and 60% of particles respectivelyare finer than that size. The size of D10 also called the effective size or diameter is a veryuseful data. There is a term called uniformity coefficient Cu which comes from the ratio ofD60 and D10, it gives a measure of the range of the particle size of the soil sample.[9]

2.2.3 Specific gravitySpecific gravity of a substance denotes the number of times that substance isheavier than water. In simpler words we can define it as the ratio between the mass of anysubstance of a definite volume divided by mass of equal volume of water. In case of soils,specific gravity is the number of times the soil solids are heavier than equal volume ofwater. Different types of soil have different specific gravities, general range for specificgravity of soils:Sand2.63-2.67Silt2.65-2.7Clay and Silty clay2.67-2.9Organic soil 2.0Table- 1[10]

2.2.4 Shear strengthShearing stresses are induced in a loaded soil and when these stresses reach theirlimiting value, deformation starts in the soil which leads to failure of the soil mass. Theshear strength of a soil is its resistance to the deformation caused by the shear stressesacting on the loaded soil. The shear strength of a soil is one of the most importantcharacteristics. There are several experiments which are used to determine shear strengthsuch as DST or UCS etc. The shear resistance offered is made up of three parts:i)The structural resistance to the soil displacement caused due to the soilparticles getting interlocked,ii)The frictional resistance at the contact point of various particles, andiii)Cohesion or adhesion between the surface of the particles.In case of cohesionless soils, the shear strength is entirely dependent upon thefrictional resistance, while in others it comes from the internal friction as well as thecohesion.Methods for measuring shear strength:a) Direct Shear Test (DST)This is the most common test used to determine the shear strength of the soil. Inthis experiment the soil is put inside a shear box closed from all sides and force isapplied from one side until the soil fails. The shear stress is calculated by dividingthis force with the area of the soil mass. This test can be performed in threeconditions- undrained, drained and consolidated undrained depending upon thesetup of the experiment.[11]

b) Unconfined Compression Test (UCS test)This test is a specific case of triaxial test where the horizontal forces acting arezero. There is no confining pressure in this test and the soil sample tested issubjected to vertical loading only. The specimen used is cylindrical and is loaded tillit fails due to shear.[12]

CHAPTER-3EXPERIMENTAL INVESTIGATIONS[13]

3.1Scope of workThe experimental work consists of the following steps:1. Specific gravity of soil2. Determination of soil index properties (Atterberg Limits)i)Liquid limit by Casagrande’s apparatusii) Plastic limit3. Particle size distribution by sieve analysis4. Determination of the maximum dry density (MDD) and the corresponding optimummoisture content (OMC) of the soil by Proctor compaction test5. Preparation of reinforced soil samples.6. Determination of the shear strength by:i)Direct shear test (DST)ii) Unconfined compression test (UCS).[14]

3.2Materials Soil sample-1Location: Behind electrical annex building, academic block, N.I.T Rourkela Soil sample- 2Location: New lecture gallery complex, N.I.T Rourkela Reinforcement: Short PP (polypropylene) fiberTable- 2Fig. -1[15]

3.3Preparation of samplesFollowing steps are carried out while mixing the fiber to the soil- All the soil samples are compacted at their respective maximum dry density (MDD)and optimum moisture content (OMC), corresponding to the standard proctorcompaction tests Content of fiber in the soils is herein decided by the following equation:Where, ρf ratio of fiber contentWf weight of the fiberW weight of the air-dried soil The different values adopted in the present study for the percentage of fiberreinforcement are 0, 0.05, 0.15, and 0.25. In the preparation of samples, if fiber is not used then, the air-dried soil was mixedwith an amount of water that depends on the OMC of the soil. If fiber reinforcement was used, the adopted content of fibers was first mixed intothe air-dried soil in small increments by hand, making sure that all the fibers weremixed thoroughly, so that a fairly homogenous mixture is obtained, and then therequired water was added.[16]

3.4Brief steps involved in the experiments3.4.1 Specific gravity of the soilThe specific gravity of soil is the ratio between the weight of the soil solids andweight of equal volume of water. It is measured by the help of a volumetric flask in a verysimple experimental setup where the volume of the soil is found out and its weight isdivided by the weight of equal volume of water.Specific Gravity G W2 W1W4 W1 W3 W2W1- Weight of bottle in gmsW2- Weight of bottle Dry soil in gmsW3- Weight of bottle Soil WaterW4- Weight of bottle WaterSpecific gravity is always measured in room temperature and reported to the nearest 0.1.3.4.2 Liquid limitThe Casagrande tool cuts a groove of size 2mm wide at the bottom and 11 mm wideat the top and 8 mm high. The number of blows used for the two soil samples to come incontact is noted down. Graph is plotted taking number of blows on a logarithmic scale onthe abscissa and water content on the ordinate. Liquid limit corresponds to 25 blows fromthe graph.[17]

3.4.3 Plastic limitThis is determined by rolling out soil till its diameter reaches approximately 3 mmand measuring water content for the soil which crumbles on reaching this diameter.Plasticity index (Ip) was also calculated with the help of liquid limit and plastic limit;Ip wL - wPwL- Liquid limitwP- Plastic limitFig. -2[18]

3.4.4 Particle size distributionThe results from sieve analysis of the soil when plotted on a semi-log graph withparticle diameter or the sieve size as the abscissa with logarithmic axis and the percentagepassing as the ordinate gives a clear idea about the particle size distribution. From the helpof this curve, D10 and D60 are determined. This D10 is the diameter of the soil below which10% of the soil particles lie. The ratio of, D10 and D60 gives the uniformity coefficient (Cu)which in turn is a measure of the particle size range.3.4.5 Proctor compaction testThis experiment gives a clear relationship between the dry density of the soil andthe moisture content of the soil. The experimental setup consists of (i) cylindrical metalmould (internal diameter- 10.15 cm and internal height-11.7 cm), (ii) detachable baseplate, (iii) collar (5 cm effective height), (iv) rammer (2.5 kg). Compaction process helps inincreasing the bulk density by driving out the air from the voids. The theory used in theexperiment is that for any compactive effort, the dry density depends upon the moisturecontent in the soil. The maximum dry density (MDD) is achieved when the soil iscompacted at relatively high moisture content and almost all the air is driven out, thismoisture content is called optimum moisture content (OMC). After plotting the data fromthe experiment with water content as the abscissa and dry density as the ordinate, we canobtain the OMC and MDD. The equations used in this experiment are as follows:[19]

Wet density weight of wet soil in mould gmsvolume of mould ccMoisture content % weight of water gmsweight of dry soil gmsDry density γd (gm/cc) X 100wet densitymoisture content1 1003.4.6 Direct shear testThis test is used to find out the cohesion (c) and the angle of internal friction (φ) ofthe soil, these are the soil shear strength parameters. The shear strength is one of the mostimportant soil properties and it is required whenever any structure depends on the soilshearing resistance. The test is conducted by putting the soil at OMC and MDD inside theshear box which is made up of two independent parts. A constant normal load (ς) isapplied to obtain one value of c and φ. Horizontal load (shearing load) is increased at aconstant rate and is applied till the failure point is reached. This load when divided with thearea gives the shear strength ‘τ’ for that particular normal load. The equation goes asfollows:τ c σ*tan (φ)After repeating the experiment for different normal loads (ς) we obtain a plot whichis a straight line with slope equal to angle of internal friction (φ) and intercept equal to thecohesion (c). Direct shear test is the easiest and the quickest way to determine the shearstrength parameters of a soil sample. The preparation of the sample is also very easy in thisexperiment.[20]

3.4.7 Unconfined compression testThis experiment is used to determine the unconfined compressive strength of thesoil sample which in turn is used to calculate the unconsolidated, undrained shear strengthof unconfined soil. The unconfined compressive strength (qu) is the compressive stress atwhich the unconfined cylindrical soil sample fails under simple compressive test. Theexperimental setup constitutes of the compression device and dial gauges for load anddeformation. The load was taken for different readings of strain dial gauge starting from ε 0.005 and increasing by 0.005 at each step. The corrected cross-sectional area wascalculated by dividing the area by (1- ε) and then the compressive stress for each step wascalculated by dividing the load with the corrected area.qu load/corrected area (A’)qu- compressive stressA’ cross-sectional area/ (1- ε)[21]

CHAPTER- 4RESULTS & DISCUSSIONS[22]

4.1Specific GravitySoil sample- 1sample numbermass of empty bottle (M1) in gms.1128.412118.673122.16mass of bottle dry soil (M2) in gms.mass of bottle dry soil water (M3) in gms.mass of bottle water (M4) in gms.specific 62172.16399.03367.3552.73Avg. specific gravity2.72Table- 3Soil sample- 2sample number123mass of empty bottle (M1) in gms.112.45114.93115.27mass of bottle dry soil (M2) in gms.162.45164.93165.27mass of bottle dry soil water (M3) in gms.390.088395.38398.16mass of bottle water (M4) in gms.359.448364.07367.87specific gravity2.582.682.54Avg. specific gravity2.60Table- 4[23]

4.2Index Properties4.2.1 Liquid LimitSoil sample- 1Sample No.Mass of empty canMass of can wet soil in gms.Mass of can dry soil in gms.Mass of soil solidsMass of pore waterWater content (%)No. of .308.3029.3016Table- 55045water content (%)40353029.32928.928.327.4252015105010no. of blowsFig.- 3Liquid limit as obtained from graph 28.90(corresponding to 25 blows)[24]100

Soil sample- 2Sample No.Mass of empty canMass of can wet soil in gms.Mass of can dry soil in gms.Mass of soil solidsMass of pore waterWater content (%)No. of 6526.6911.8344.3321Table- 660water content (%)5044.95 44.3343.914042.45 41.4302010010no. of blowsFig.- 4Liquid limit as obtained from graph 43.491(corresponding to 25 blows)[25]100

4.2.2 Plastic LimitSoil sample- 1Sample No.Mass of empty canMass of (can wet soil) in gms.Mass of (can dry soil) in gms.Mass of soil solidsMass of pore waterWater content (%)Average Plastic 140.6019.12Table- 7Soil sample-2Sample No.Mass of empty canMass of (can wet soil) in gms.Mass of (can dry soil) in gms.Mass of soil solidsMass of pore waterWater content (%)Average Plastic IndexTable- 84.2.3 Plasticity IndexAccording to USUCSoil sample- 1classification of soils,Soil sample- 1Ip WL – WP 28.90 – 22.58 6.32ML: silt, low plasticitySoil sample- 2Soil sample- 2CL: clay, low plasticiyIp WL – WP 43.91 – 19.56 24.35[26]

4.3Particle Size DistributionSoil sample- 1Sievesize20106.254.75210.4250.150.075 0.075Retained ativeCumulativeretainedfiner - 9120100Percentage finer8060402000.010.1110Paricle size in mmFig. -5Uniformity Coefficient 7.9/5.8 1.362[27]100

Soil sample- 2Sievesize20106.254.75210.420.150.075 0.075Retained lativeCumulativeretainedfiner 6.8713.1390.386.0291.58.592.227.7899.780.02Table- 10120100percentage finer8060402000.0010.010.11Particle Size in mmFig. - 6Uniformity Coefficient 7.9/5.8 1.362[28]10100

4.4Standard Proctor Compaction TestSoil Sample- 1Test No.Weight of empty mould(Wm) gmsInternal diameter of mould (d) cmHeight of mould (h) cmVolume of mould (V) ( π/4) d2h ccWeight of Base plate (Wb) gmsWeight of empty mould base plate (W') gmsWeight of mould compacted soil Base plate (W1) gmsWeight of Compacted Soil (W1-W') gmsContainer no.Weight of Container (X1) gmsWeight of Container Wet Soil (X2) gmsWeight of Container dry soil (X3) gmsWeight of dry soil (X3-X1) gmsWeight of water (X2-X3) gmsWater content W% X2-X3/X3-1Dry density ϒd Vt/1 (W/100) 0206541246271214719.47

5 Liquid limit for soil sample- 1 24 6 Liquid limit for soil sample- 2 25 7 Plastic limit for soil sample- 1 26 8 Plastic limit for soil sample- 2 26 9 Particle size distribution of soil sample- 1 27 10 Particle size distribution of soil sample- 2 28 11

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