SOIL STABILISATION USING MARBLE DUST

International Journal of Civil Engineering and Technology (IJCIET) Volume 8, Issue 4, April 217, pp. 176-1713, Article ID: IJCIET_8_4_192 Available online at http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=8&itype=4 ISSN Print: 976-638 and ISSN Online: 976-6316 IAEME Publication Scopus Indexed SOIL STABILISATION USING MARBLE DUST Sreekumar. V. Babu Post Graduate Student, Department of Civil Engineering, SRM University, Kattankulathur, Chennai, Tamilnadu-6323 India Mary Rebekah Sharmila. S Assistant Professor, Department of Civil Engineering, SRM University, Kattankulathur, Chennai, Tamilnadu-6323 India ABSTRACT This research paper deals about the experimental study on the stabilization of soil using industrial wastes. Marble dust is used for the stabilisation of soil. Marble dust is formed from cutting and polishing of marble stone. It is one of the industry generated waste material. Marble dust contains high amount of calcium, silica, alumina which aids in the stabilization of the soil. Marble dust is added in varying percentages (3,6,9,12,15%) along with curing periods of (3,7,14) days to the soil sample. Basic properties of soil like Atterberg limits, compaction characteristics and strength characteristics were determined. Key words: CBR, marble dust, UCC Cite this Article: Sree Kumar. V. Babu and Mary Rebekah Sharmila. S, Soil Stabilisation Using Marble Dust. International Journal of Civil Engineering and Technology, 8(4), 217, pp. 175-1712 http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=8&itype=4 1. INTRODUCTION Ground improvement incorporates various methods employed for modifying the properties of the soil to improve its engineering performance. Ground improvement techniques are used for a variety of engineering works like the construction of roads and air field pavements. The main objective is to increase the strength or stability of soil and to reduce the construction cost by making the best use of locally available materials. For the stabilization of soil industry generated waste materials which cause huge disposal problem can be effectively used. marble dust is one such waste product. The marble dust is generated from cutting and polishing of marble stone. The amount of marble slurry produced every year is in the range of 5-6 million ton. The marble dust powder has very high lime content and were reported by many researchers which aids in Stabilisation. Okagbue and Onyeobi 1999 discussed the improvement of red tropical soils by the addition of marble dust powder in varying proportions. Plasticity was reduced by 2 to 33% and unconfined compressive strength and CBR increased by 3 to 46% and 27 to 55% respectively. The http://www.iaeme.com/ijciet/index.asp 176 editor@iaeme.com

Soil Stabilisation Using Marble Dust highest unconfined compressive strength and CBR was achieved at 8% marble dust. Altug saygili investigated the possibility of utilizing waste marble dust in stabilizing clayey soils. Marble dust was added in 5%, 1%,2% and 3% by weight. The optimum moisture content ranges between 16.5% and 15.5%.Waste marble dust addition to the soil increased the unconfined compressive strength values from 11kpa(5%addition) to 22kpa(3%addition). Parte Shyam Singh and Yadav R studied the effect of marble dust addition in varying proportions (1,2,3,4,5%) on the properties of black cotton soil. The liquid limit value showed a decrease from 57.67% to 33.9% and shrinkage limit value increased from 8.6% to 18.39%.The differential free swell was decreased from 66.6% to 2.%.Muthu Kumar and Tamilarasan observed an increase in unconfined compressive strength values by the addition of marble dust in varying percentages (5,1,15,2,25%) to expansive soil.an increase from 93kN/m 2 at % marble dust addition to 215 kn/m 2 at 15% marble dust addition were observed. 2. MATERIALS 2.1. Soil sample The soil sample taken for the present study were collected from Madurai at a depth 1.5m.The place is having a latitude 9.9252 N and longitude 78.1198 E. The sample is mainly blackish in appearance. Disturbed soil sample were collected. 2.2. Marble dust The marble dust were generated from cutting and polishing of marble stones.marble dust for the present study were collected from Astrra chemicals Ambattur, Chennai. The major constituent of marble dust is calcium carbonate (88.5%) which aids in the stabilization of the soil 3. METHODOLOGY Tests were conducted on the virgin soil sample to determine the various properties. Test results were presented in Table 1.Marble dust were added in varying percentages (3,6,9,12,15%) along with varying curing periods of (3,7,14) days to the soil sample to determine its strength characteristics. Table 1 Virgin soil sample properties Sl.No Description Results 1 Free swell Index 6% 2 Liquid limit 61% 3 Plastic Limit 27.19% 4 Plasticity index 34.14% 5 Shrinkage Limit 3.6% 6 Specific gravity 2.67 7 Maximum dry density 1.66g/cc 8 OMC 17.91% 9 CBR value 5.19% 1 UCC value 99.2kN/m 2 11 Grain size distribution Sand 37% Silt + Clay 63% 12 Soil classification CH http://www.iaeme.com/ijciet/index.asp 177 editor@iaeme.com

Sreekumar. V. Babu and Mary Rebekah Sharmila. S The free swell index value of 6% which is greater than 5% indicates that soil is of highly expansive nature as per IS;272 part XL. Liquid limit value of 61% which is greater than 5 denotes that soil is highly compressible as per IS:272 Part 5.The degree of expansion of soil falls in the critical region based on the shrinkage limit value of 3.6% which is less than 11%. The specific gravity were obtained as 2.67 and the clay mineral present is kaolinite. Based on the plasticity chart, plasticity index value of 33.8, which falls above A- line denotes clay of high compressibility. The CBR value for the virgin soil sample were obtained as 5.19% which falls in the range 5-6% were classified as fair soil category as per IS IS: 272 (part16)-1987. The obtained UCC value of 99.2kN/m 2 which is in the range 5-1kN/m 2 can be classified as clay of firm consistency as per IS: 272 (part1)-1991 4. EXPERIMENTAL INVESTIGATION 4.1. California bearing ratio test The California bearing ratio test were conducted on the soil sample with 5 varying percentages of marble dust powder. Marble dust were added to soil in varying percentages (3,6,9,12,15%) respectively. The test results were depicted in the Table 2.CBR value increases upto 9 % addition of marble dust and then decreases. The maximum value of CBR for 9% addition of marble dust was obtained as 8.83%. The CBR value showed an increase from 5.19% to 8.83% at 9% addition of marble dust. The obtained test results were shown in Table2.The load-penetration graph for the CBR test is represented in Figure 1.The formation of a cation exchange reaction, followed by a time dependent pozzolanic reaction were responsible for the increase in CBR value. The reduction in the CBR value when the marble dust exceeds the optimum percentage indicates that excess marble dust is not used up in the marble dust-soil reaction. Table 2 Effect of marble dust on CBR values California bearing ratio (CBR)% Varying percentages of marble dust day 3 days 7 days 14 days 3% 7.79 8.83 11.43 12.4 6% 8.31 9.87 12.99 14.3 9% 8.83 1.91 13.51 14.55 12% 7.27 1.39 12.47 13.51 15% 6.75 9.35 11.95 12.99 LOAD kg 2 15 1 5 virgin soil soil+3%marble dust soil+6%marble dust soil+9%marble dust PENETRATION 5 1 (mm) 15 Figure 1 Load- Penetration curve http://www.iaeme.com/ijciet/index.asp 178 editor@iaeme.com

Soil Stabilisation Using Marble Dust LOAD kg 25 2 15 1 5 5 1 15 PENETRATION(mm) soil+3%marble dust soil+6%marble dust soil+9%marble dust soil+12%marble dust soil+15%marble dust Figure 2 Load- Penetration curve for 3 days curing period Figure 2 shows the load-penetration graph for soil sample treated with varying percentages of marble dust for 3 days curing period. The maximum CBR value was obtained as 1.91% corresponding to 9% addition of marble dust.. A steady rise in CBR value for varying percentage addition of marble dust were clearly shown in the graph. A slight increase in the CBR value were only observed after 3 day curing period compared to day testing. 3 LOAD kg 25 2 15 1 5 soil+3%marble dust soil+6%marble dust soil+9%marble dust soil+12%marble dust soil+15%marble dust 5 1 15 PENETRATION(mm) Figure 3 Load- Penetration variation curve for 7 days curing period The load-penetration graph for soil sample treated with varying percentages of marble dust for 7 days curing period were shown in Figure 3. The maximum CBR value corresponding to 9% addition of marble dust were obtained as 13.5%. As the curing period is increased CBR value also showed a significant increase. A higher rise in CBR value for various percentage additions compared to 3 day curing period can be observed from the graph. http://www.iaeme.com/ijciet/index.asp 179 editor@iaeme.com

Sreekumar. V. Babu and Mary Rebekah Sharmila. S 25 LOAD kg 2 15 1 5 soil+3%marble dust soil+6%marble dust soil+9%marble dust soil+12%marble dust soil+15%marble dust 5 1 15 PENETRATION (mm) Figure 4 Load- Penetration Variation for 14 days curing period Figure 4 shows the load-penetration graph for soil sample treated with varying percentages of marble dust for 14 days curing period. The maximum CBR value was obtained as 14.55% corresponding to 9% addition of marble dust.. The maximum CBR value were observed after 14 days curing period. Strength increase during curing is due to formation of cementing gel material followed by pozzolanic reactions which take place over a period of time. 4.2. Unconfined compression test The Unconfined compression test were conducted on the soil sample with 5 varying percentages of marble dust powder. Marble dust were added to soil in varying percentages (3,6,9,12,15% )respectively. The maximum value of UCC was obtained as 135 kn/m 2 at 9% addition. The UCC value showed an increase from 99.1 kn/m 2 to 135 kn/m 2.. The test results were represented in the Table 3.The stress-strain graphs for soil sample treated with varying percentages of marble dust are represented in Figures 5. The increase in the UCC value was attributed to the gradual formation of cementitious compounds (calcium silicate hydrate) due to the reaction between the calcium carbonate present in the marble powder, soil and water. Table 3 Effect of marble dust on UCC values Varying percentages of marble dust Unconfined compressive strength q u (kn/m 2 ) day 3 days 7 days 14 days 3% 123.8 145.3 177.5 25.2 6% 125.7 169.3 236.9 26.7 9% 135 197.1 262.6 286.5 12% 118.1 148.1 165.3 177.5 15% 16.1 117.4 134.1 159.2 http://www.iaeme.com/ijciet/index.asp 171 editor@iaeme.com

Soil Stabilisation Using Marble Dust 16 14 Virgin soil STRESS kn/m 2 12 1 8 6 4 2.2.4.6.8 soil+3% marble dust soil+6% marble dust soil+9% marble dust soil+ 12%marble dust soil+15% marble dust STRAIN Figure 5 Stress-strain variation curve STRESS kn/m 2 25 2 15 1 5 soil+3 % marble dust soil+6 % marble dust soil+9% marble dust soil+12 % marbledust soil+15 % marbledust.2.4.6.8.1 STRAIN Figure 6 Stress-strain curve for 3 days curing period Figure 6 shows the stress-strain graph for soil sample treated with marble dust for 3 day curing period. The maximum UCC value were obtained at 9% marble dust addition. The obtained maximum value for 3 day curing period were 197.1kN/m 2.With the increase in curing periods UCC value also showed a good increase. 3 STRESS kn/m 2 25 2 15 1 soil+3% marble dust soil+6% marble dust soil+9% marble dust soil+12% marble dust 5 soil+15% marble dust.2.4.6.8.1 STRAIN Figure 7 Stress-strain curve for 7 days curing period http://www.iaeme.com/ijciet/index.asp 1711 editor@iaeme.com

Sreekumar. V. Babu and Mary Rebekah Sharmila. S Figure 6 shows the stress-strain graph for soil sample treated with marble dust for 7 day curing period. The maximum UCC value obtained were 262.6kN/m 2.The aggregation of soil particles due to marble dust-soil reactions makes pores in the soil matrix smaller and disconnected. As the curing process continues, it becomes very difficult for moisture to enter clay matrix and react with the soil to cause swelling. So as curing days are increased strength gain can be clearly visible from the graph 3 STRESS kn/m 2 25 2 15 1 5 soil+3% marble dust soil+6% marble dust soil+9% marble dust soil+12% marble dust soil+15% marble dust.5.1 STRAIN Figure 8 Stress-strain curve for 14 days curing period Figure 8 shows the stress-strain graph for soil sample treated with marble dust for 14 day curing period. The maximum UCC value was obtained at 9% marble dust addition. The obtained maximum value for 14 day curing period were 286.5 kn/m 2.With increasing curing periods marble dust- clay reaction improves the pore size distribution by cementation process. Hence higher strengths were achieved at higher curing periods 5. CONCLUSION Based on the tests and investigation conducted on soil sample the following conclusions were given, 1. Marble dust addition showed improved performance in problematic soils with the help of cation exchange reaction. The presence of excess Ca 2+ ions are responsible for the improved performance 2. The liquid Limit of soil sample is 61%. Soil sample is classified as Highly Compressible clay (CH). 3. The unconfined compressive strength (UCS) of untreated soil sample is 99.2 kn/m 2.On addition of marble dust, unconfined compressive strength increases to 286.5 kn/m 2 for 14 day curing period 4. The California Bearing ratio (CBR) of soil increased from 5.19% for the virgin soil sample to 8.83% for 9% marble dust addition for day curing period. Further addition of marble dust reduces the CBR value. The maximum CBR value was obtained as 14.5% at 14 days curing period for 9% addition of marble dust. 5. The strength characteristics UCC and CBR are increasing up to 9% addition of marble dust and then decreases with further addition. Hence 9% marble dust addition can be regarded as the optimum percentage for stabilizing the soil sample http://www.iaeme.com/ijciet/index.asp 1712 editor@iaeme.com

Soil Stabilisation Using Marble Dust REFERENCES [1] Al-Rawas, A.A., Taha R., Nelson, J.D., Al-Shab, T.B. and Al-Siyabi (22) A comparative evaluation of various additives used in the stabilization of expansive soils, Geotechnical Testing Journal, Vol. 25, Issue 2, pp 199-29. [2] Altug saygili (215) Use of Waste Marble Dust for Stabilization of Clayey Soil ISSN 1392 132 materials science (Medziagotyra). 21(4). [3] C.O. Okagbuea, T.U.S. Onyeobi(1999) Potential of marble dust to stabilise red tropical soils for road construction, Engineering Geology Volume 53 pp 371 38 [4] IS: 272 (Part 5-1985, 6-1972) Methods of tests for soil - Determination of Atterberg's limits, Bureau of Indian Standards, New Delhi [5] IS: 272 (Part 7) 198, Methods of tests for soil - Determination of water content - dry density relation using light compaction, Bureau of Indian Standards, New Delhi [6] IS: 272 (Part 16) 1987, Methods of tests for soil - Laboratory determination of CBR, Bureau of Indian Standards, New Delhi http://www.iaeme.com/ijciet/index.asp 1713 editor@iaeme.com