college project review batch2 ppt new.ppt
- 1. EXPERIMENTAL STUDY ON STABILIZATION OF EXPANSIVE SOIL USING GRANULATED BLAST FURNACE SLAG (GBS) FOR FLEXIBLE PAVEMENT Project Submitted by ANUSUYA R (711616103002) KEERTHIVASAN V.S (711616103009) NANDHAGOPAL S (711616103011) SRIDHAR S (711616103016) PROJECT GUIDE : Ms. R. SHREEVIDHYA M.E., (Assistant Professor)
- 2. ABSTRACT Soil stabilization is not new, for men have sought to accomplish it by various means almost since the roads were built, but it is only in recent years that scientific methods have been applied to soil stabilization. This study evaluates the potential of GBS to stabilize soft and expansive soil.Characterization of black cotton soil is carried out for grain distribution and soil classification. The design of flexible pavement for the CBR value and the savings in cost by estimation will be carried out.
- 3. INTRODUCTION Soft soils which contain montmorillonite clay mineral show major volume changes due to change in the moisture content. These soils create many construction and performance problems in the site due to swelling and shrinkage behaviour. To prevent these problems stabilization of these soils is required. Ground granulated blast furnace slag (GGBS) is a by-product from the blast-furnaces used to make iron. The iron ore is reduced to iron and the remaining materials form a slag that floats on top of the iron. At blast furnace, the slag floating over molten pig iron (hot metal) is flushed out in slag pot and then sent to slag granulating plant or to cooling pits.
- 4. OBJECTIVES Objectives: To find the optimum proportion of GBS to be added to make the soil less expansive. Conduct CBR test and determine whether the addition of GBS to the soil increases the CBR value or not. If the CBR value increases then the usage of capping layer in pavement can be avoided. Design the pavement for CBR value to obtain the thickness of pavement and compare the cost savings by estimation.
- 5. LITERATURE REVIEW 1. Effects of granulated blast furnace slag in the engineering behavior of stabilized soft soil Laxmikant Yadu and Dr. R.K. Tripathi (2013 ). This paper evaluates the potential of GBS to stabilize a soft soil. The soft soil was mixed with various percentages of GBS i.e. 3, 6, 9 and 12%. The physical and strength properties have been evaluated experimentally on raw and blended soil. The use of GBS significantly improves the physical and strength properties of soil. There is significant reduction in the swelling behavior of the soil. Based on the strength test, optimum amount of GBS was determined as 9%. Soaked CBR and UCS values increased about 40% and 28% respectively by the addition of optimum amount of GBS. Moreover the blended mix of 9% GBS reduces the free swelling index and swelling pressure at about 67% and 21% respectively from its unstabilized counterpart.
- 6. 2. Experimental Studies on Soil Stabilization Using Fine and Coarse GGBS Gyanen Takhelmayum, Savitha.A.L and Krishna Gudi (2013) This study investigates the compaction and unconfined compressive strength of stabilized black cotton soil using fine and coarse ground granulated blast furnace slag (GGBS). Characterization of black cotton soil is carried out for grain distribution and soil classification. A series of compaction test were carried out using mini compaction mould for different combination of soil along with fine and coarse ground granulated blast furnace slag (GGBS) mixtures. the increase in water content the dry density also increases up to 20-30% moisture content and with further increase in water content the dry density increases gradually. The increase in the maximum dry unit weight with the increase of the percentage of GGBS mixture is mainly due to high specific gravity and immediate formation of cemented products by hydration which increases the density of soil.
- 7. METHODOLOGY LITERATURE REVIEW COLLECTION OF MATERIALS TESTING OF MATERIALS TESTING OF SPECIMEN CONCLUSION
- 8. PROPERTIES PHYSICAL PROPERTIES Colour : Grey Specific gravity : 2.8 CHEMICAL PROPERTIES CONSTITUENTS SYMBOL % Silicon Dioxide SiO2 35.20 Aluminium Oxide Al2O3 19.00 Calcium Oxide CaO2 34.90 Magnesium Oxide MgO2 8.76 Manganese Oxide MnO2 0.14 Iron Oxide FeO2 0.039
- 9. 1 Dry Sieve Analysis of GBS Sieve size (mm) Mass of sieve (g) Mass of sieve + soil (g) Soil retained (g) Percentag e retained (g) Cumulative Percentag e retained (%) Percentag e finer (%) 4.75 564 564 0 0 0 100 2.36 571 576 5 2.538 2.538 97.462 1.18 458 501 43 21.827 24.365 75.635 0.6 451 533 82 41.624 65.989 34.011 0.3 417 458 41 20.812 86.801 13.199 0.15 394 406 12 6.091 92.892 7.108 0.075 396 401 5 2.538 95.43 4.57 Pan 9 4.568 - -
- 10. Wet Sieve Analysis of Virgin Soil Mass of soil sample taken = 50 g Mass of sample retained = 13.54 g in 0.075 mm sieve Percentage of fines = 72.92 % The soil is fine grained soil.
- 11. Liquid Limit by Cone Penetration Method S.NO MOISTURE CONTENT (%) PENETRATION (mm) 1 35 11 2 36 14 3 38 22 4 39 24 5 42 48
- 12. Plastic Limit Test Plastic limit of the soil WP = 37.2 % Plasticity Index IP = WL - WP = 37.2 – 21.55 = 15.65 % Sample No Weight of wet soil g Weight of dry soil g Water content % 1 6.33 5.11 23.87 2 4.98 4.10 21.46 3 4.75 3.98 19.34
- 13. Light Compaction Test observation sheet for virgin soil S.No Moisture Content (%) Mass of Mould +Wet soil (kg) Mass of wet soil (kg) Bulk density ρb (g/cc) Dry density ρd = ρb/(1+w) (g/cc) 1 10 5.812 1.703 1.72 1.563 2 13 5.896 1.787 1.805 1.6 3 16 5.975 1.866 1.885 1.625 4 19 5.958 1.849 1.868 1.569 5 22 5.901 1.792 1.810 1.483
- 14. CBR test observation sheet for virgin soil CBR 2.5 = 26 / 1370 = 1.9% CBR 5.0 = 39.5 / 2055 = 1.9% Design CBR = 1.9% < 2% Deflection (mm) Load (kg) 0 0 0.5 7.696 1 13.024 1.5 18 2 22.2 2.5 26.048 3 29.008 4 35 5 39.664 7.5 46.176 10 52.688 12.5 58.016
- 15. CONCLUSION In this work, studies have been done about soil stabilization, the material used as a stabilizer i.e. Granulated Blast furnace Slag (GBS). Classification tests on soil have been carried out and the soil is classified as Clay with medium compressibility (CI). The optimum moisture content of is 15.5% for the virgin soil. California Bearing Ratio test for the virgin soil has been performed and the design CBR value is 1.9 % which is less than 2% and hence there is a need for capping layer.
- 16. REFERENCE Sharma A.K. and Shivapulliah P.V. (2011). “Soil Stabilisation with Waste Materials Based Binder”. Proceedings of Indian Geotechnical Conference December 15-17, 2011, Kochi. (Paper No. H-119) Wild S, Kinuthia JM, Robinson RB, Humphreys I (1996) “Effects of ground granulated blast furnace slag (GGBS) on the strength and swelling properties of lime-stabilized kaolinite in the presence of sulphates”. Clay Mineral 31:423–433 Punmia B.C, Ashok Kumar Jain, Arun Kumar, Jain (2005), “Soil Mechanics and Foundations”, Laxmi Publications., New Delhi. IS: 2720(Part 5) - 1985, “Determination of liquid and plastic limit”. IS: 2720(Part 7) - 1980, “Determination of water content-dry density relation using light compaction”. IS: 2720(Part16) - 1987(second revision), “Laboratory Determination of CBR”. IRC: 37 - 2001, “Design of Flexible Pavements