Stabilization of Expansive Soil with Lime and Brick Dust

Transcription

1 Stabilization of Expansive Soil with Lime and Brick Dust Ajay kumar 1, Ashok kumar 2, Ved Prakash 3 1,2 Post-graduate student of GIMT, kanipla kurukshetra Assistant Professor, GIMT, kanipla kurukshetra ABSTRACT Over the past few decades several factors have led to an increase in the number of people migrating to large cities. Consequently these large cities are getting over populated and quite expectedly necessity of business, residential construction has increased the civil engineering projects located in areas with unsuitable soil is one of the most common problems in many parts of the world. The unsuitable soil (Black cotton Soil) can be stabilized by performing soil stabilization. In India black soil is the most problematic soil when it comes to construction. In rainy season black cotton soil swells and become sticky. Whereas in summers the moisture present in the soil evaporates and soil shrinks resulting in the crack of approximate 10 to 15 cm wide and up to 1 meter deep. The percentage covered by black cotton soil in geotechnical areas of India is 16.6%, which says huge amount of soil in India needs stabilization. Mechanical, chemical, electrical, thermal and other methods are in practice to improve the engineering properties of soil. Chemical stabilization is the best method used for highways and air-field. 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 lime and burnt brick 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, atterberg s limits, & compaction test of expansive soil in its natural state as well as when mixed with varying proportion of burnt brick and lime. 1. INTRODUCTION The stability and bearing power of the soil is considerably improved by soil stabilization through controlled compaction, proportioning and the addition of suitable admixtures. Swelling soil is not suitable for the construction work on account of its volumetric changes. It swells and shrinks excessively with change of water content. Such tendency of soil is due to the presence of fine clay particles which swell, when they come in contact with water, resulting in alternate swelling and shrinking of soil due to which differential settlement of structure takes place. Stabilization of black cotton soil has been done in this project work by using lime and brick as admixture. Materials 2. MATERIALS AND METHODS Black Cotton Soil-In the present investigation the black cotton soil was obtained from Bundhelkhand region. About 125 Kg kg soil sample was brought by us to soil mechanics lab for carrying out our project work. Brick -The object of our present studies is to improve the various properties of black cotton soil by mixing locally available material, hence brick, which is locally and easily available material, selected to mix with black cotton soil in different proportions The admixture is collected from aman, vihar nithari road delhi. Lime-Lime used in the present investigation was obtained from Fisher Scientific Chemicals private limited, Mumbai, India. 36

2 Table 1. Physical properties of Black Cotton Soil Sr. No. Property Value 1. Dry (γ) Density d 1300 to 1800 kg/m 3 2. Fines (<75µ) 70 to 100% 3. 2µFraction 20 to 60 % 4. Atterberg s limit Liquid limit Plastic limit Soil Classification CH or MH 6. Specific Gravity, G 2.60 to Max. dry density Optimum moisture content 1350 to 1600 kg/m % 8. Free swell Index 40 to 180 % 9. Swelling Pressure 50 to 800 kn/m C.B.R (Soaked) 1.2 to Compression Index 0.2 to 0.5 Table 2. Chemical properties of Black Cotton Soil Sr. No. Property Range 1. ph value >7( Alkaline) 2. Organic content 0.4 to 204 % 3. CaCO 3 5 to 15 % 4. SiO 2 50 to 55 % 5. SiO 2, Al 2 O 3 3 to 5 % 6 Montmorillonite mineral 30 to 50 % Method adopted Liquid limit: The liquid limit was conducted by using cone penetration method as per BIS: 2720 (Part V)- 1985[14]. The liquid limit tests were carried out to secure a minimum of five points for plotting the flow curve. Plastic limit: The plastic limit was conducted as per BIS: 2720 (Part VI) [15].The plastic limit reported as an average of two determinations. Shrinkage limit: The shrinkage limit was conducted as per BIS: 2720 (Part VI)-1972[16]. The shrinkage limit reported as an average of three determinations Maximum Dry Density & O.M.C. :- This test was conducted on treated & untreated B.C. Soil as per specification laid down by IS : 2720 Part 6 (1974) California Bearing Ratio :- This test was conducted on treated & untreated B.C. Soil as per specification laid down by IS:2720 part 16 (1979) Particle Size Distribution (Hydrometer analysis) Clay soils are those soils which have particle size below 2 micron so by the hydrometer analysis we have seen about 40% particles are below 2 micron. 37

3 Fig. 1 particle size distribution curve of black cotton soil 3. Stabilization of black cotton soil with brick and lime-the following proportion are used for all the tests- 1) 3% lime with 5% brick 2)3% lime with 10% brick 3) 6% lime with 5% brick 4) 6% lime with 10% brick 5) 6% lime with 15% brick 6) 6% lime with 20% brick 7) 6% lime with 25% brick 8) 9% lime with 5% brick 9) 9% lime with 10% brick 10) 9% lime with 15% brick 11)9% lime with 20% brick 12) 9% lime with 25% brick 4. RESULTS Table: 3. Atterberg s limits 1 Black cotton soil with3% lime+5% brick L.L=50%,P.L=32.92,P.I= Black cotton soil with3% lime+10% brick L.L=47%,P.L=32.2,P.I= Black cotton soil with6% lime+5% brick L.L=45%,P.L=32,P.I= Black cotton soil with6% lime+10% brick L.L=44%,P.L=31.9,P.I= Black cotton soil with6% lime+15% brick L.L=42%,P.L=31.68,P.I= Black cotton soil with6% lime+20% brick L.L=40%,P.L=29.4,P.I= Black cotton soil with9% lime+25% brick L.L=41%,P.L=NP,P.I=NP 8 Black cotton soil with9% lime+5% brick L.L=37.5%,P.L=NP,P.I=NP 9 Black cotton soil with9% lime+10% brick L.L=48%,P.L=25.96,P.I= Black cotton soil with9% lime+15% brick L.L=43.2%,P.L=NP,P.I=NP 11 Black cotton soil with9% lime+20% brick L.L=41%,P.L=NP,P.I=NP 12 Black cotton soil with9% lime+25% brick L.L=39%,P.L=NP,P.I=NP Table: 4. Compaction test (Proctor test) 1 Black cotton soil with3% lime+5% brick OMC=16.58% MDD=1.63g/cc 2 Black cotton soil with3% lime+10% brick OMC=15.92% MDD=1.63g/cc 3 Black cotton soil with6% lime+5% brick OMC=15.39% 38

4 MDD=1.64g/cc 4 Black cotton soil with6% lime+10% brick OMC=14.48% MDD=1.68g/cc 5 Black cotton soil with6% lime+15% brick OMC=15.99% MDD=1.03g/cc 6 Black cotton soil with6% lime+20% brick OMC=14.79% MDD=1.64g/cc 7 Black cotton soil with9% lime+25% brick OMC=13.69% MDD=1.69g/cc 8 Black cotton soil with9% lime+5% brick OMC=16.3% MDD=1.66g/cc 9 Black cotton soil with9% lime+10% brick OMC=15.94% MDD=1.64g/cc 10 Black cotton soil with9% lime+15% brick OMC=15.01% MDD=1.68g/cc 11 Black cotton soil with9% lime+20% brick OMC=13.58% MDD=1.70g/cc 12 Black cotton soil with9% lime+25% brick OMC=14.7% MDD=1.68g/cc Table: 5. Unconfined Compression Strength Test 1 Black cotton soil with3% lime+5% brick UCS =.1645 N/mm2 2 Black cotton soil with3% lime+10% brick UCS =.1662 N/mm2 3 Black cotton soil with6% lime+5% brick UCS =.1895 N/mm2 4 Black cotton soil with6% lime+10% brick UCS =.1900 N/mm2 5 Black cotton soil with6% lime+15% brick UCS =.2363 N/mm2 6 Black cotton soil with6% lime+20% brick UCS =.2132N/mm2 7 Black cotton soil with9% lime+25% brick UCS =.2842 N/mm2 8 Black cotton soil with9% lime+5% brick UCS =.2137 N/mm2 9 Black cotton soil with9% lime+10% brick UCS =.2606 N/mm2 10 Black cotton soil with9% lime+15% brick UCS =.3072 N/mm2 11 Black cotton soil with9% lime+20% brick UCS =.3544 N/mm2 12 Black cotton soil with9% lime+25% brick UCS =.3117 N/mm2 Table: 6. California Bearing Ratio 1 Black cotton soil with3% lime+5% brick OMC= %, MDD= 1.60 g/cc,cbr Value at 2.5mm= Black cotton soil with3% lime+10% brick OMC= %, MDD= 1.63 g/cc,cbr Value at 2.5mm= Black cotton soil with6% lime+5% brick OMC= %, MDD= 1.63 g/cc,cbr Value at 2.5mm= Black cotton soil with6% lime+10% brick OMC= %, MDD= 1.64 g/cc,cbr Value at 2.5mm= Black cotton soil with6% lime+15% brick OMC= %, MDD= 1.68 g/cc,cbr Value at 2.5mm= Black cotton soil with6% lime+20% brick OMC= %, MDD=1.69 g/cc,cbr Value at 2.5mm= Black cotton soil with9% lime+25% brick OMC= 15.3 %, MDD= 1.66 g/cc,cbr Value at 2.5mm= Black cotton soil with9% lime+5% brick OMC= 15.3 %, MDD= 1.65 g/cc,cbr Value at 2.5mm= Black cotton soil with9% lime+10% brick OMC= %, MDD= 1.68 g/cc,cbr Value at 2.5mm= Black cotton soil with9% lime+15% brick OMC= 13.5 %, MDD= 1.7 g/cc,cbr Value at 2.5mm= Black cotton soil with9% lime+20% brick OMC= 14.1 %, MDD= 1.68 g/cc 39

5 ,CBR Value at 2.5mm= Black cotton soil with9% lime+25% brick OMC= 14.2 %, MDD= 1.66 g/cc,cbr Value at 2.5mm= Table: 7. Differential Free Swell Test 1 Black cotton soil with3% lime+5% brick 2 Black cotton soil with3% lime+10% brick 3 Black cotton soil with6% lime+5% brick 4 Black cotton soil with6% lime+10% brick 5 Black cotton soil with6% lime+15% brick 6 Black cotton soil with6% lime+20% brick 7 Black cotton soil with9% lime+25% brick 8 Black cotton soil with9% lime+5% brick 9 Black cotton soil with9% lime+10% brick 10 Black cotton soil with9% lime+15% brick 11 Black cotton soil with9% lime+20% brick 12 Black cotton soil with9% lime+25% brick DISCUSSION DFS= 19 % DFS= % DFS= 14 % DFS= 3.47 % DFS= 7.69% DFS= 3.17% DFS= 10.6 % DFS= 9.5 % DFS= 9.5 % DFS= 9.21% DFS= 9.18 % DFS= 9.1 % By increasing the percentages of lime and brick, UCS of soil increases up to a limit at addition of 9%lime and 20%brick, further addition of admixture decreases the UCS of the expansive soil. The UCS of Black cotton soil increases to0.3554n/mm2 from N/mm², when 9% lime and 20% brick was added. This is because of the additional frictional resistance. Reduction in UCS occurs due to reduction in cohesion because of the reduction in expansive soil content. It is observed that by addition of lime and brick at different percentage rate of increases in the CBR of soil increases to 1187% from 311%up to addition of 9%lime and 20%brick, further addition of admixtures slightly decreases the CBR of the soil. The soaked CBR of the soil decreases to 0.59%. when 9%lime and 25 %brick was added to Black cotton soil. The soaked CBR attains the highest value when the percentage of 9%lime and 20%brick was added. There is a 1187% increase in CBR of the virgin soil by the combined effect of lime and brick. The reason of this effect is the pozzolanic reactions of lime with the amorphous silica and Alumina present in soil and brick. After addition of 9% lime and 20% brick the strength decreases because of the availability of extra Lime to react with the insufficient amorphous silica and Alumina present in soil and brick. which results in carbonation reaction and thus strength decreases. It is observed that by addition of lime and brick, the differential free swelling index of soil decreases to3.47%. The reason of which is the decrease in plasticity characteristics of soil due to reduction in clay content of soil because of replacement of clay with brick, decreases to zero from 42%when 6%lime and 25% brick was added %. This is Because of the Pozzolonic reaction of lime with the amorphous silica and Alumina present in soil and brick a strong inter particle bond develops, this cementing bond offers great 69resistance to swelling and also does not allow the water to escape from soil to induce shrinkage. It is observed that maximum dry density of Black cotton soil was increased up to addition of 6% 40

6 lime and 25% brick. This is because of the frictional resistance from brick in addition to the cohesion from Black cotton soil and lime gives the binding property to soil. Liquid limit of Black cotton soil was decreased by addition of lime and brick at different percentages. This is because when quicklime chemically combines with water, it can be used very effectively to dry any type of wet soil. Heat from this reaction further dries wet soils. The reaction with water occurs even if the soils do not contain significant clay fractions. When clays are present, lime chemical reactions with clays increase the moisture-holding capacity of the soil, which reduces free liquids and decreases in liquid limit and plastic limit decreases because clay particles are reduces by addition of brick in black cotton soil. CONCLUSIONS The conclusions are based on the tests carried out on various clay brick and lime mixes selected for the same. It has been seen that differential free swelling index and liquid limit decreases by adding lime and brick up to 6%lime&25% brick, whereas further addition of admixtures increases it. The optimum value of maximum dry density and unconfined compressive strength was found at 6% lime &25 % brick. Optimum moisture content was found gradually decreasing by adding admixtures and maximum reduction in OMC was found at 6% lime & 25 % brick. Increase in plastic limit was very less up to addition of 3% lime& 5% brick further addition of admixtures plastic limit was gradually decreased up to 6% lime &brick and after addition soil was found non plastic. Maximum CBR value was found at addition of 9% lime & 20% brick. It was found that there is a maximum improvement in strength properties for the combination of lime and brick as compared to lime/brick individually. This to find an application for inrial waste to improve the properties of expansive soil both in embankments and pavement constructions. So the optimum percentages of lime and brick were observed at 6% lime and 25 % brick for improving the properties of expansive soil. Brick and lime has good potential for use in geotechnical application of soils is a proven method to save time and money on construction projects. Lime drying of wet soils minimizes weather-related construction delays and permits the return to work within hours. Lime modification chemically transforms clay soils into friable, workable, compactable material. Brick and lime stabilization creates long-term chemical changes in unstable clay REFRENCES [1]. Ali and Sunil Koranne Performance Analysis of Expansive Soil Treated With Brick Dust and Fly ash. As, Vol. 16 Bund. I. [2]. American Association of the State Highway and Transportation Officials (AASHTO), Guide for Mechanisticempirical Design of new and rehabilitated pavement structures. Final Report prepared for National Cooperative Highway Research Program (NCHRP) Project 1-37 A, 2004, Transportation Research Board, National Research Council, Washington D.C. [3]. Arora, S and Aydilek, A. H., Class F Fly-Ash-Amended Soils as Highway Base [4]. Beni Lew.2010 Structure Damage Due to Expansive Soils in a Case Study vol.15. [5]. Brooks, R.M. (a/k/a: James Matthews) and Monismith, C., Direct Tension and Simple Stiffness Tests---Tools for the Fatigue Design of Asphalt Concrete Layers, Transportation Research Record, 1993, Transportation Research Board, National Research Council, Washington, D.C., No [6]. Brooks, R.M. (a/k/a: James Matthews) and Pandey, B.B., Performance of Flexible Pavements, Transportation Research Record, 1991, Transportation Research Board, National Research Council, Washington, D.C., No [7]. Brooks, R.M. (a/k/a: James Matthews), The Effect of Aggregate Gradation on the Creep Response of Asphalt Mixture and Pavement Rutting Estimates, American Society for Testing and Materials, 1992, Philadelphia, STP 1147, pp [8]. Chapman, H.D., Cation Exchange Capacity in Methods of soil analysis, American society of Soil Agronomy, 1965, C.A. Black et al., Eds., Madison, WI, pp [9]. Comprehensive Inry Document Brick Crushers Central Pollution Control Bhawan 032Www.Cpcb.Nic.In February [10]. Drumm, E.C., Reeves. J.S., Madgett, M.R., and Trolinger, W.D., Subgrade Resilient Modulus Correction for Saturated Effects. Journal of Geotechnical Geo-environmental engineering, 1997, Vol. 123, No. 7, pp [11]. Geongd W. Brindley Identification of clay minerals by X-RAY Diffraction analysis. 41

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