STABILIZATION OF SOIL REINFORCED WITH QUARRY DUST Prof. Vinod Sonthwal 1, Er. Gaurav Soni 2 1 Associate Professor,Civil Engineering Department, NITTR Chandigarh 2 M.Tech. Student, NITTTR Chandigarh Abstract : The paper explore the feasibility of using quarry dust to investigate the possibility of stabilization of soil using quarry dust. Soil stabilization incorporates the various methods employed for modifying the properties of a soil to improve its engineering performance. It involves the use of soil, soil minerals and stabilizing agent or binders to improve its geotechnical properties such as compressibility, strength, permeability and durability.in the present investiagtiom the extensive laboratory testing was carried out on clayey soil and on clayey soil reinforced with quarry dust. Modified Proctor s test was carried out on plane soil and soil mixed with different percentage of quarry dust and the optimum percentage of quarry dust is obtained. Keywords Atterberg Limits, Optimum Moisture Content and Dry Density I. INTRODUCTION Natural soil is a complex and variable material. The properties of soil varies from one place to other but also at the place with depth and with a change in the environmental, loading and drainage conditions. The properties of a soil depend not only on its type but also on the conditions under which it exists. Soil stabilization aims at improving soil strength and increased resistance to softening by water through bonding the soil particles together, water proofing the particles or combination of the two processes. The simplest stabilization processes are compaction and drainage which improve inherent shear strength of soil. The other process is by improving gradation of particle size and further improvement can be achieved by mixing weak soils with binders which can be mechanical stabilization, stabilization with cement, lime, bitumen and chemicals etc. Most of stabilization has to be undertaken in soft soils (silty, clayey peat or organic soils) in order to achieve desirable engineering properties. Quarry fines and waste are the byproduct of the extraction and processing of aggregates. They form a significant proportion of current quarry output. In India Annual production of quarry waste is 20 MT. The size of quarry waste is below than 90 micron. They are defined as waste because no market currently exists for them, but unlike much other waste they are inert and non-hazardous. A material that may be classifies as quarry waste includes overburden (although this is frequently used in restoration) and interburden (material of limited value that occurs above or between layers of economic aggregate material) and processing waste (non marketable mostly fine grained material from crushing and other processing activities. Figure 1 represents the quarry waste at the site. With the rise in development of countries the rate of production of wastes has increased tremendously in almost all parts of the world in the past few decades. Disposal of such wastes poses lots of geoenvironmental problems such as landfill disposal problems, health and environmental hazards. @IJRTER-2016, All Rights Reserved 318
Figure 1: Quarry Waste at Site In order to eliminate the negative effect of these waste materials it can dispose proper and safe manner.soil stabilization is the technique which improves the properties of expansive soil to meet the engineering requirements. Also it can t be disposed of properly and its disposal is not economically viable but it is blended with other construction materials like clayey soil then it can be used best for various construction purposes like sub grade, foundation base and embankments. This may help both remove environmental problems and contribute to the economy. Quarry dust exhibits high shear strength which is highly beneficial for its use as a geotechnical material. It has a good permeability and variation in water content does not seriously affect its desirable properties. The dry density increased with the addition of quarry dust with attendant decrease in the optimum moisture content. II. EXPERIMENTAL PROGRAMME In order to investigate the effect of variation in the engineering properties of plane soil and soil mixed with quarry dust, extensive test are performed in laboratory and the results are elaborated below. Index Properties of the Soil: Cone penetration is used for the determination of liquid limit and the standard procedure is used to determine plastic limit by arbitrary fixing the shape in a rolled thread of 3mm diameter.table 1 represents the Index Properties of the Soil used in the investigation Table 1: Index Properties of Soil S.No Index Properties Value 1. Liquid Limit, WL 32% 2. Plastic Limit, W P 12.5% 3. Plasticity Index, I P 19.5% 4. Type of Soil CL 5. Specific Gravity, G 2.68 III. DISCUSSION OF RESULTS Compaction Characteristics of Plain Soil: Table 2 represents the results obtained when Modified Proctor s Test was carried out on plain soil sample. Figure 2 representing the variation of dry density γd,(g/cc) with increasing water content w, (%) for the plain soil sample. @IJRTER-2016, All Rights Reserved 319
Table 2:Data for OMC-MDD of Plain Soil Sample S.No Dry Unit Weight γ d (g/cc) Water Content w (%) 1. 1.88 5.1 2. 1.96 7.8 3. 2.08 10.9 4. 1.92 12.2 5. 1.85 14.9 2.1 2.05 2 1.95 1.9 1.85 1.8 0 5 10 15 20 Water Content w (%) Figure 2: OMC - MDD Curve for Plain Soil Sample From Figure 2 it is observed that the dry density initially increase with increase in water content, till a maximum dry density is achieved after which further addition of water decreases the density. Table 3 represents the Maximum Dry Density γd,(g/cc) and Optimum Moisture Content w, (%) for the plain soil sample. Table 3 : Test results of OMC-MDD for the Plain Soil Max.Dry Density Optimum Moisture 2.08(g/cc ) Content w, (%)10.9 Compaction Characteristics of Plain Soil Reinforced with Quarry Dust: To investigate the effect of replacement of plain soil sample by quarry dust, the plane soil sample was replaced by varying percentages of quarry dust. Table 4, Table 5 and Table 6 represents the results obtained when Modified Proctor s Test was carried out on plain soil sample with varying percentages of replacement with quarry dust. Figure 3 representing the variation of dry density γd,(g/cc) with increasing water content w, (%) for the plain soil sample reinforced with quarry dust. @IJRTER-2016, All Rights Reserved 320
Table 4 :Data for OMC-MDD of Plain Soil Sample Reinforced with 15% of Quarry Dust S.No Dry Unit Weight γd (g/cc) Water Content w (%) 1. 1.92 5.2 2. 2.02 7.6 3. 2.10 10.6 4. 1.95 11.8 5. 1.84 15.2 Table 5 :Data for OMC-MDD of Plain Soil Sample Reinforced with 25% of Quarry Dust S.No Dry Unit Weight γd (g/cc) Water Content w (%) 1. 1.94 5.6 2. 2.0 6.8 3. 2.14 10.2 4. 2.01 11.8 5. 1.86 14.2 Table 6 :Data for OMC-MDD of Plain Soil Sample Reinforced with 35% of Quarry Dust S.No Dry Unit Weight γd (g/cc) Water Content w (%) 1. 1.88 4.6 2. 1.96 7.2 3. 2.06 10.0 4. 2.02 12.2 5. 1.98 14.8 Soil Sample Reinforced with varying Percentages of Quarry Dust From Figure 3 it is observed that the dry density initially increase with increase in water content, till a maximum dry density is achieved after which further addition of water decreases the density.table 5 @IJRTER-2016, All Rights Reserved 321
represents the Maximum Dry Density γd,(g/cc) and Optimum Moisture Content w, (%) for the plain soil sample reinforced with quarry dust. Figure 4 and Figure 5 represents the variation in maximum dry densities and optimum moisture content with varying percentages of replacement of plane soil sample with quarry dust. 2.1 2.05 2 1.95 1.9 1.85 1.8 1.75 2.08 1.94 1.92 1.88 0 %QD 15 %QD 25 %QD 35 %QD Figure 6 5 4 3 2 1 0 4 : Variation of MDD for Plain 5.1 5.2 5.6 4.6 0 %QD 15 %QD 25 %QD 35 %QD Table 5: Test results of OMC-MDD for the Plain Soil Parameter 15% of Q.D 25% of Q.D 35% of Q.D Maximum Dry Density Figure 5 : Variation of omc for Plain Soil Percentages of Quarry Dust 1.92 1.94 1.88 Optimum Moisture 5.2 5.6 4.6 Soil Sample Reinforced with varying Sample Reinforced with varying Percentages of Quarry Dust From Figure 4 and Figure 5 it is observed that maximum dry density value initially increase on replacing soil by 15% and 25% of quarry dust and then the maximum dry density value is found to be decreased for 35% replacement of soil by quarry dust whereas no significant variation in optimum moisture content has been observed. @IJRTER-2016, All Rights Reserved 322
IV. CONCLUSIONS It is observed that the dry density initially increase with increase in water content, till a maximum dry density is achieved after which further addition of water decreases the density for varying percentages of quarry dust. With increasing percentage of quarry dust the optimum moisture content is found to decrease because of reduction in clay content of soil which has less attraction for water molecules. The maximum dry density is found to increase with increase in percentage of quarry dust because of replacement of clay with higher specific gravity of quarry dust. So the optimum percentage of replacement of quarry dust is 25%, because replacement level higher than this results in lower value of maximum dry density. REFERENCES 1. Ali, M.S. and Koranne S.S (2011), Performance Analysis of Expansive Soil Treated with Stone Dust and Fly Ash. EJGE, vol.16, 973-982. 2. Bshara, A.S.; Bind, Y.K. and SinhaP.K. (2014), Effect of Stone Dust on Geotechnical properties of Poor soil. Int. Journal of Civil Engineering and Technology (IJCIET), vol. 5, issue 4, 37-47. 3. Gulsha (2004), Stabilization of Expansive Soils Using AggregateWaste, Rock Powder & Lime, M.S Thesis,The Graduate School of Natural & Applied Sciences of The Middle East Technical University. 4. Nabil Al Joulani (2012), Effect of Stone Powder and Lime on theproperties of Fine soils, Jordan Journal ofcivil Engineering,vol: 6(1), pp: 350-366. 5. Roobhakhshan, A. and Kalantari, B.(2013), Stabilization of Clayey Soil with Lime and Waste Stone Powder.Int. Journal of Scientific Research in Knowledge, vol. 1, issue 12, 547-556. 6. Sabat, A.K. (2012), A Study on Some Geotechnical Properties of Lime Stabilized Expansive soil-quarry DustMixes. Int. Journal of Emerging Trends in Engineering anddevelopment, vol.1, issue 2, 42-49. 7. Satyanarayana, P.V.V., Raghu, P., kumar, R.A. and Pradeep, N. (2013), Performance of Crusher Dust in HighPlastic Gravel soils as road construction material. IOSR Journal of mechanical and civil engineering, vol.10, issue 3, 0105. 8. Soosan, T.G.; Jose, B.T. and Abraham, B.M. (2001), Use of Crusher dust in embankment andhighway construction. Proc. Indian Geotechnical Conference, December, Indore, 274-277. 9. Sridharan A. and Soosan T. G. (2005), Utizilation of quarry dust to improve the Geotechnical properties of soils inhighway construction. Canadian Geotechnical Journal. 28: 391-400. 10. Sravana Kumar R., Stalin, Thenmozhi S. (2004), Improvement of Problematic clays admixed with copper slag by artificial cementation, IGC -2005, Ahmadabad, India, pp 301 to 304. 11. Sridharan A. and Soosan T. G. and Babu T. J.(2006), Shear strength studies on soil-quarry dust mixtures.journal of Geotechnical and Geological Engineering, 24: 11631179. @IJRTER-2016, All Rights Reserved 323