Experimental Analysis of Stabilization of Soil by using Plastic Waste

Transcription

1 Volume-5, Issue-2, April-2015 International Journal of Engineering and Management Research Page Number: Experimental Analysis of Stabilization of Soil by using Plastic Waste Divya.T 1, Nithya.S 2, Pooja preethi.p.v 3, Arthikanna.A 4, Vijaya Sarathy.R 5, Tamilvana.K 6, Tamizhazhagan.T 7, Jayasri.M 8 1,2,3,4 BE Final year students, Department of Civil Engineering, P.R. Engineering College, Trichy-Thanjavur Highway, Vallam, Thanjavur, INDIA Assistant Professor, Department of Civil Engineering, P.R. Engineering College, Trichy-Thanjavur Highway, Vallam, Thanjavur, INDIA ABSTRACT: The term soil stabilization means the improvement of the stability or bearing capacity of the soil. It can be done by compaction or addition of suitable admixtures. The cost of introducing additives has also increased in recent years. But the stabilization using waste plastic strips is an economic method because the stabilizer used here is waste plastic, which are cheaply available. This method of soil stabilization can be effectively used in reducing the plastic waste discharged in the society by reusing them as admixture or stabilizer. Plastic strips obtained from waste plastic were mixed with the soil. California Bearing Ratio (CBR) tests were carried out on reinforced soil by varying percentage of plastic strips with different aspect ratios. Ultimately these wastes results in improved strength and deformation behaviour of sub grade soil substantially. Therefore this project deals with the usage of plastic such as shopping bags and analysis with respect to the strength. I. INTRODUCTION The soil stabilization is a process which improves the bearing capacity and shear strength of the soil. Soil stabilization has various principles such as 1) Evaluating the properties of the given soil. 2) Deciding the lacking property of soil and choose effective and economical method of soil stabilization. Today, due to the fast growth of populations and development activities, it led to discharge of huge plastic wastes. Disposal of these wastes has become a great problem. These are non-biodegradable causing environmental threat by polluting the nearby locality. Waste plastic is commonly used for storage and as shopping bags due to its most advantage character of less volume and weight. Among the total volume of plastic production, only a fraction is reused or recycled. The municipal solid waste production in India up to the year 2000 was 39 million tons per year. Among them plastic waste was 4% of the total volume. For the few reasons which were explained above, it is very important to re-utilize these plastic wastes. Therefore, experiment and analysis has been made to show the potential of plastic wastes as soil reinforcement for improving the sub grade soils. II. MATERIALS AND METHODS 1. Materials used: a) Soil Soil used for the specimen in this project was ordinary clay soil (OH). The specific gravity was determined as per IS: 2720 (Part III/Sec 1) 1980 and found to be 2.4. b) Water The potable water available in the area was used for mixing and soaking of soil specimen. c) Plastic Plastics were used here as strips. Highly Dense Polyethylene (HDPE) type of waste plastics were collected from nearby disposal sites and made into strips of different aspect ratios. These were cut into lengths of 10mm [Aspect Ratio (AR) =1], 20mm (AR=2), 30mm (AR=3) and 40mm (AR=4). 2. Preparation Of Specimen A cylindrical mould with inside diameter 150mm and height 175mm was taken. The mould was placed on a base and the wet soil was compacted in to the mould in five layers. Each layer was given 56 blows with 4.89 kg hammer. After compaction the specimen has to be soaked. The weights were placed to produce a surcharge equal to the weight of base material and pavement to the nearest 2.5 kg on the perforated plate. The whole mould and weights were immersed in a tank of water allowing free access of water to the top and bottom of specimen for 96 hours (4 days). 371 Copyright Vandana Publications. All Rights Reserved.

2 III. EXPERIMENTAL WORK 1. Soil: As stated above, soil used for the specimen in this project was ordinary clay soil (OH). The maximum dry density and optimum moisture content of soil as determined from the proctor compaction test were 2.23g/cc and 9.6%. The following figure: 1 is the graph from which MDD and OMC were found. Dry density in g /cm Dry Density Moisture Content in % 2. Plastic: The waste plastics were collected from disposal sites and strips of various aspect ratios were made. The width of the strip used for this experiment was 10mm and thickness 40 micron. These were cut into lengths of 10mm [Aspect Ratio (AR) =1], 20mm (AR=2) and 30mm (AR=3) and 40mm (AR=4). The amount of the strip is equal to the ratio of weight of strips to the weight of soil. The CBR test was conducted at different strip contents of 0.0%, 0.25%, 0.5%, and 1% 3. Test Procedure: The CBR test was performed for unreinforced soil and plastic strip reinforced soil. CBR Test Procedure As per IS: 2720 (Part 16) 1987 the CBR test was performed by dynamic compaction. Compacted specimens are prepared, one without plastic strip for conducting CBR test. Required amount of strips as well as soil was first weighed and then the strips were randomly mixed with dry soil at obtained OMC. The specimen is prepared as explained before. A surcharge weight of 2.5 Kg was placed over the soaked specimen after 10 minutes of drying and clamped over the base plate and the whole mould with the weight was placed in the CBR machine. The penetration plunger was placed at the centre of the specimen and brought in contact with the top surface of the soil by applying a load of 4Kg. The dial gauge for measuring the penetration values of the plunger was fitted in position. The dial gauge of the proving ring (for load reading) and the penetration dial gauge were set to zero. The load was applied for the penetration reading of 0, 0.5, 1, 1.5, 2, 2.5, 4, 5, 7.5, and 10mm. The proving ring reading was noted so that the values can be converted into load in Kg. IV. RESULTS AND DISCUSSION The CBR value can be regarded as an indirect measure of strength. The load- penetration curves for following CBR test were performed. a) Varying aspect ratios (AR) 1, 2,3and 4 at same strip content. b) Same aspect ratio but at different strip content of 0%, 0.25%, 0.50%, 1%. 372 Copyright Vandana Publications. All Rights Reserved.

3 Load in kg % 0.25%(AR=1) 0.5%(AR=1) 1%(AR=1) Penetration in mm Fig 2 Load penetration curve for aspect ratio (AR: 1) with varying strip content Penetration in mm 373 Copyright Vandana Publications. All Rights Reserved.

4 374 Copyright Vandana Publications. All Rights Reserved.

5 The CBR values were maximum mostly at 0.5% of plastic strips mixed with the soil. From the above tables it is seen that the CBR value kept increasing upto 0.5%, and then a decreases at 1%. Hence 0.5% was taken as the high CBR value obtaining plastic strip content and then a comparison was done between CBR values obtained at 0.5% of plastic strip content for different aspect ratios. Table 1 SPECIMEN CBR VALUES IN 0.5% Soil with 0% plastic strip 5.45% (AR=1) 19.95% (AR=2) 27.3% (AR=3) 29.68% (AR=4) 5.64% V. CONCLUSION From the previous chapters of analysis and test conducted, the following conclusion is drawn. From the above analysis, that mixing of uniformly distributed plastic strips in soil increased the piston load at a given penetration considerably. It is proved that inclusion of waste plastic increased the CBR value appreciably. At AR 3 for 0.5% strip content give us the maximum bearing strength and was found 5.46 times higher than the unreinforced system. Hence the base course thickness can be significantly reduced if waste plastic strip is used as soil stabilizing agent for subgrade material. The strips of above mentioned size cut from reclaimed plastic wastes may prove beneficial as soil reinforcement in highway sub-base if mixed with locally available granular soils in appropriate quantity. Waste plastics are being used so that environment pollution is minimized and it becomes an economic method. REFERENCE [1] Dutta, M. (ed.) (1997) Waste disposal in engineering landfills NPH, N.DELHI, 3-4. [2] HMSO. (1952) Soil Mechanics for Road Engineers London. [3] Hoover, J.M., Meoller, D.T., Pitt, J.M. Smith, S.G. and Wainaina, N.W. (1982) Performance of randomly oriented fibre reinforced Roadways Soils, Lowa DOT Project-HR-211, Department of Transportation, Highway Division, Lowa State University. [4] Khanna S.K. and C.E.G Justo, Highway engineering. [5] Madhavi Vedula, Pawan Nath G and Prof. B. P. Chandrashekar,NRRDA, New Delhi Critical review of innovative rural road construction techniques and their impacts. [6] Orman, M.E. (1994) Interface shear strength properties of rough ened HDP Journal of Geotechnical Engineering, ASCE, 120(4), Copyright Vandana Publications. All Rights Reserved.

6 [7] Rama Subbarao G.Vand Siddartha D, Murali T, Sowmya T, Sailaja K.S, Industrial wastes in soil improvement. [8] Rao,G.V.and Dutta, R.K. (2004) Ground improvement with plastic waste Proceeding,5thInternational Conference on Ground Imp rovement Technique, Kaulalumpur, Malaysia, [9] Saranjeet Rajesh Soni et al. / (IJAEST) International journal of advanced engineering sciences and technologies Vol No. 8, Issue No. 1, [10] G.Venkatappa Rao, RS Sasidar, Solid Waste Management and Engineered Landfills. 376 Copyright Vandana Publications. All Rights Reserved.