USE OF WASTE POLYTHENE IN BITUMINOUS CONCRETE MIXES FOR HIGHWAYS

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1 International Journal of Latest Research in Science and Technology Volume 6, Issue 3: Page No.64-68,May-June ISSN (Online): USE OF WASTE POLYTHENE IN BITUMINOUS CONCRETE MIXES FOR HIGHWAYS SuhailMushtaqBhat 1,DrRakesh Gupta 2 1 M.Tech Scholar, Civil Department, SRMIET, Bhurewala, Ambala. 2 Professor and Director,CivilEngineeringDepartment, SRMIET, Bhurewala, Ambala Abstract Bituminous Concrete (BC) normally used in construction projects like road surfacing, airports, parking lots etc is a composite material. It consists of asphalt or bitumen (used as a binder) and mineral aggregate which are mixed together & laid down in layers then compacted.in these days the large increment in high traffic intensity in terms of commercial vehicles, and the compelling variation in daily and seasonal temperature put us in a demanding situation to think of some alternatives for the improvisation of the pavement characteristics and quality by applying some necessary modifications which shall satisfy both the strength as well as economical aspects.also considering the environmental approach, due to excessive use of polythene in day to day life the pollution to the environment is increased significantly. Since the polythene is non-biodegradable the need of the current hour is to use the waste polythene in some beneficial purposes.this paper presents a research conducted to analyse the behavior of BC mix modified with waste polythene. Various percentages of polythene are used for preparation of mixes with a selected aggregate grading as given in the IRC Code. By preparing Marshall samples of the concrete mix the role of polythene in bituminous is studied for various engineering properties BC mixtures with and without polymer. Marshall properties such as stability, flow value, unit weight, air voids are used to determine optimum polythene content for the given grade of bitumen (80/100). Keywords Bituminous concrete,polythene,marshal stability value, flow value I. INTRODUCTION Surveying in India and other countries around the world havebring to light that properties of bitumen and bituminous mixes can be improved to meet requirements of pavement with the incorporation of certain additives or a blend of additives. These additives are called Bitumen Modifiers and the bitumen mixed with these modifiers is known as Modified Bitumen. Modified bitumen is considered to have longer life period than un modified bitumen mix. Modified Bitumen is expected to give 50 to 100 per cent higher life of surfacing depending upon degree of modifications and type of additives used. Polymer modified bitumen is emerging as one of the fruitfull construction material used in flexible pavements. The polymer modified bitumen show better properties for road construction and waste polythene can find its use in this process providing improved performance of flexible pavements and this can help solving problem of pollution due to waste polythene too. 2. MATERIALS A bituminous concrete mix is generally composed of aggregate and bitumen. On the basis of particles size of aggergate,the aggregates are usually divided into coarse aggregates, fine aggregates and filler fractions. The following portion covers the description of the coarse aggregate, fine aggregate, bitumen and waste polythene used in the study Coarse Aggregate The coarse aggregates should annex goodimpact value abrasion value, and also crushing strength. The function of coarse aggregates is to deliver the stresses due to wheels. Function of Coarse aggregates is also to resisting wear due to abrasion. That portion of the mixture according to the Asphalt Institute retained on 2.36 mm (No. 08) sieve is termed as Coarse aggregates. Coarse aggregate used was Basalt rock Fine Aggregate Voids which remainunfilled in the coarse aggregates are filled by the fine aggregates. So the function of fine aggregates is to fill the voids of coarse aggregates. Fine aggregates consist of crushed stone or natural sand. Aggregates that passed through 2.36 mm sieve and retained on mm sieve were selected as fine aggregate. The source of fine aggregates used was River sand. 2.3.WastePolythene The polythene amul milk packets is used as raw material for preparation of the samples. These polythene was washedafter collectingand cleaned by putting them in hot water for 3-4 hours. They were then dried. Specific Gravity of polythene = Amul milk packets ISSN:

2 2.4. Bitumen Asphalt binder 60/70 and 80/100 is used in this research. The bitumen used must have the following properties. a. Grade of bitumen used in the pavements must be selected on the basis of climatic conditions and their performance in past. b. It is recommended that after certification by the supplier the bitumen shell be accepted (along with the testing results) and the State project, verification samples. 3. METHODOLOGY This study consists of three stages: - Collection of waste polythene,mixing of waste polythene with the required bitumen concrete and finding the required results by testing the sample.waste plastic bags were collected from roads, garbage trucks, dumpsites and compost plants, rag pickers, waste-buyers.house hold polythene was also collected for the project work, like emptymilk bags, used polythene bags etc.the collected polythene waste was sorted as per the required thickness and then cleaned by washingin hot water for 3-4. The dried polythene packets were cut into tiny pieces of size 2 mm maximum. This is because when the polythene is to be added with aggregate it is to be ensured that the mixing will be proper. The smaller the size of the polythene, the more is the chance of good mixing. Bitumen was heated up to its melting point.the preheated aggregates were kept in pain and heated on controlled gas stove for a few minutes the polythene was added to the aggregate and mixed for few minutes Polymer-bitumen mixtures of different compositions were prepared and used for carrying out tests i.e. Marshall Stability value test and Marshal flow test. compacted. The specification of this hammer, the height of release etc. are given in Table no. Of blows were given per each side of the sample so subtotal of 150 no. of blows was given per sample. 11. Then these samples were marked and kept separately and marked Fig 3.1 Prepration of marshall sample 3.1. Laboratory Tests for the calculation of results Mixing Procedure As per the following procedure The mixing of ingredients was done (STP 204-8). 1. suitable quantities of fine aggregate coarse aggregate, & mineral fillers were taken in an iron pan. 2. This was kept in an oven at temperature 1600C for 2 hours.since preheating is required.this is because the aggregate and bitumen are to be mixed in heated state. 3. Prior to the mixing bitumen was also heated up to its melting point. 4. The required amount of shredded polythene was kept in a separate container and weighed. 5. The required amount ofaggregateskept in the pan were heated on a controlled gas stove for a few minutes maintaining the above temperature 6. The polythene was added to the aggregate and was mixed for 2 minutes. 7. Now bitumen (60 gm), i.e. 5% was added to this mix and the whole mix was stirred uniformly and homogenously. This stirring was continued for minutes till they were properly mixed which was evident from the uniform colour throughout the mix. 8. Then the bitumin mix was transferred to a casting mould. 9. with the help of Marshall Hammer This mix was then Fig 3.2 closed view of marshall sample MARSHALL TESTING The procedure outlined in ASTM D was used for Marshall test. Marshall stability value It is defined as the maximum load at which the specimen fails under the application of the vertical load. It is the maximum load supported by the test specimen at a loading rate of 50.8 mm/minute (2 inches/minute). Generally, the load was increased until it reached the maximum & then when the load just began to reduce, the loading was stopped and the maximum load was recorded by the proving ring. Marshall Flow Value It is defined as the deformation undergone by the specimen at the maximum load where the failure occurs. During the loading, an attached dial gauge measures the specimen's plastic flow as a result of the loading. Atsame time when the maximum load was recorded.the flow value was recorded in 0.25 mm (0.01 inch) increments. Two readings were taken from the dial gauge i.e. initial reading (I) & final reading (F) The Marshall Flow Value (f) is given by ISSN:

3 f=f-i 4. Results and Discussions The results of the Marshall test of specimens prepared with varying waste polythene content and Bituminous concrete mixhave been presented in tables For each % of polythene, 3 samples have been tested. So the average value of the 3 were taken. The mean values are shown in Table Table3.1 Calculation of flow value and stability value Polythene Mean flow Mean stability content 0 value value Fig 4.2 Marshal flow value Vs Polythene content Table 3.2 Calculation of voids filled with bitumen (VFB) Vs polythene content % Polythene Mean VFB Mean VA Fig 4.3Air voids Vs Polythene content Fig 4.1Marshal stability value Vs polythene content Fig4.4 Voids filled with bitumen % (VFB) Vs polythene content % ISSN:

4 Table 3.3 calculation of unit weight(gmb) and Voidsin mineral aggerate Polythene Unit Mean VMA Marshal Flow curve The curve shown in fig 4.2 drawn between Marshall flow value and polythene content is known as Marshall flow curve. Fig shows the variation of Marshall flow value with polythene content. After plotting the graph it was observed that there is a rapid decrease of Marshall flow value with increase in polythene content upto 2 % and then it starts decreasing slowly VMA curve After analyzing graph shown in fig 4.5 it was observed that voids in mineral aggregate starts decreasing with increasing in polythene content VA curve After plotting graph between air voids and polythene it was observed that there is a sudden decreasing of air voids upto 2% polythene content and then it starts decreasing slowly VFB curve Fig4.5 voids in mineral aggeratevs polythene content The curve drawn between voids filled with bitumen Vs polythene content shows that there is a suddent increase in VFB upto 2 % polythene content and then it starts increasing slowly upto 4 % polythene content and then there is again sudden increase in VFB 5. Conclusions and Future Scope 5.1 Conclusions Fig 4.6 unit weight (Gmb) Vs polythene content % Marshal stability curve Fig 4.1 shows the variation of marshall stability with polythene content.it was observed that with the increase in polythene content marshall stability value starts decreasing upto 4 % polythene content and then it starts decreasing.after analysing the graph it was observed that 4% is the optimum polythene content of bituminous concrete mix After studing thebehaviour of polythene modified BC.It wasnoted that Marshall stability value hike with polyethylene content upto 4% and thereafter reduces. Also it was observed that the marshall flow value decreases upon addition of polythene i.e the resistance to deformations under heavy wheel loads increases. Also the values of the parameters like VMA, VA, VFB are within the required specifications for this limit of 4% polythene content. By Considering these factors we can certify that we can obtain a more duirableand stable mix for the pavements by polymer modifications. This small technique not only utilizes beneficially the waste non-degradable plastics but also provides us an improved pavement with better strength and longer life period. Polymer modified pavements would be a gift for India s hot and extremely humid climate, where temperatures frequently rises past 50 C and frequent rains create havoc, leaving most of the roads with heavy distresses. This mostly affects the life of the pavements. The polymer modified bitumen show improved properties for pavement constructions. This also can decrease the amount of plastics waste which otherwise are considered to be a threat to the hygiene of the environment. ISSN:

5 5.2 Future scope After analyzing modification of bituminous concrete mix by adding waste polythene few more waste materials like waste rubber glass strips e.t.c. should be studied and used for bituminous concrete mix modification in near future REFRENCES 1. Annual Book of ASTM Standards, ASTM D-6373, Standard Specification for Performance Graded Asphalt Binder, pp: AslamShahan-ur-Rahman Use of Waste Plastic in Construction of Flexible Pavement, New Building Materials & Construction World, Bahia, H.U. and Anderson, D.A., Strategic highway research program binder rheological parameters: Background and comparison with conventional properties. Transport. Res. Rec. 1488, 1995, 32, 39.Vasudevan R., Nigam S.K., Velkennedy R., Ramalinga Chandra Sekar A., Sundarakannan B. Utilization of Waste Polymers for Flexible Pavement and Easy Disposal of Waste Polymers, International Conference on Sustainable Solid Waste Management, 5-7, Chennai, India pp , Baker, R.E., Polymer modified bitumen. Indian Highways, 1998, 1, Button, J.W. and Little, D.N., Additives Have Potential to Improve Pavement Life, 1998 (Roads and Bridges: USA). 5. Collins, J.H., Bouldin, M.G., Gelles, R. and Berker, A., Improved performance of paving asphalt by polymer modification. Proc. Assoc. Asphalt Paving Technol., 1991, Das, A., (1998). Analytical design of bituminous pavements based on field performance, unpublished PhD thesis, Civil Engg. Dept., IIT, Kharagpur. 7. Denning, J.H. and Carswell, J., Improvement in rolled asphalt surfacing by the addition of organic polymers, Report LR 989, TRRL, Crowthrone Justo C.E.G. and Veeraragavan A Utilization of Waste Plastic Bags in Bituminous Mix for Improved Performance of Roads, Centre for Transportation Engineering, Bangalore University, Bangalore, India, Palit, S.K., Reddy, M.A., Reddy, K.S. and Pandey, B.B., Performance evaluation of crumb rubber modified bituminous mixes. Proceedings of National Seminar on Road Transportation in India: Emerging Trends and Techniques, 2002 September (IIT Kharagpur: India). 10. Pandey, B. B., Bituminous Mix Design, A Two Day Workshop on Design of Flexible Pavement with Emphasis on the New IRC: Guidelines, 9-10 ISSN: