International Journal of Scientific Research Engineering & Technology (IJSRET), ISSN 2278 – 0882 Volume 4, Issue 7, July 2015 SOIL STABILIZATION USING INDUSTRIAL WASTE AND LIME M.ADAMS JOE1, A.MARIA RAJESH2 Associate Professor, Department of Civil Engineering, Middle East Engg College, Oman 2 Assistant Professor, Department of Civil Engineering, ACEW, Tamilnadu, India. 1 ABSTRACT The project deals with stabilization of soil using industrial waste. Unsuitable highway sub grade soil requires stabilization to improve its properties. Industrial waste sand is used as raw materials when the sand can no longer be reused in the industry, it is removed from the industry and is removed from the industry and is termed as industrial waste sand. Ingredients used are Copper slag, cement and lime. Copper slag is a by product of Copper industryLime was bought from locally available chemical laboratories. The project are planned to conduct various experiment like Specific gravity, sieve analysis, proctor compaction test, unconfined compressive strength and CBR test to increase strength properties and behaviour of sub base. Then the results and graphs of various mixes are compared to see their effects in sub base stabilization. The stabilization technique has an additional benefit of providing an environment friendly way to deal with industrial waste sand. Keywords: - Industrial waste sand, Lime, Atterberg limits, Unconfined Compressive Strength and California Bearing Ratio Test 1. INTRODUCTION The sub-base is an important layer in both flexible and rigid pavements. It mainly acts as a structural layer helping to spread the wheel loads so that the subgrade is not over-stressed. It also plays a useful role as a separation layer betThe projecten the base and the subgrade and provides a good working platform on which the other paving materials can be transported, laid and compacted. It can also act as a drainage layer. The selection of material and the design of the subbase will depend upon the particular design function of the layer and also the expected in-situ moisture conditions.Stabilised sub-bases can be used for both flexible and rigid road pavements, although the reasons for doing this can vary. In order to identify the benefits of stabilising sub-bases, it is necessary to examine the role of the sub-base for each pavement type. A stabilised, and therefore stiffer, sub-base provides greater load spreading ability and hence reduces stresses imposed on the subgrade. When stabilised the sub-base provides much of the structural rigidity in the pavement, and also assists during the compaction of the upper granular layers and hence increases their ability to withstand deformation. Indian Resource Council materials have been used successfully in stabilized base and subbase applications as the binder, the pozzolanic material admixture or as both the fine and coarse aggregate. Slag materials have also been used in stabilized layers. Slag cement can be used as the binder for stabilized base and subbase layers, while air cooled blast furnace slag has been used very successfully as fine aggregate. Other Indian Resource Council materials that have been used successfully in stabilized base applications include industrial waste sand, which have been used as a fine aggregate and crushed concrete, which is used for both coarse and fine aggregate. One benefit of recycling concrete is that it keeps high quality natural aggregates in use. In addition, Portland cement concrete pavements can be recycled on site, which reduces project costs by eliminating the transportation costs associated with removing the old concrete. The use of Indian Resource Council materials as aggregates in high volume applications like base and subbase layers reduces the need for mining virgin aggregate and the associated use of water, fuel and reduces carbon dioxide emissions, while also saving valuable landfill space. At the same time, the performance of these materials is as good or better then natural materials, which provides added value to the project because of the reduced costs. In addition, the use slag cement provides strong, cost effective pavement layers while reducing green house gas emissions and energy consumption compared to cement. www.ijsret.org 799 International Journal of Scientific Research Engineering & Technology (IJSRET), ISSN 2278 – 0882 Volume 4, Issue 7, July 2015 1.1 SCOPE OF THE WORK It would have been a very good situation if common industrial wastes can be considered as an alternative to conventional aggregate materials for highway construction with economical solution. On the basis of this the Objective and Scope of Work of the Present Thesis has been considered. Fig 1 : Study Area Location 1: Tirunelveli Location 2: Chennalpatti Location 3: Thattarmadam Location 4: Pettai Location 5: Melakulam 2. MATERIALS USED 2.1 Industrial waste sand: Industrial waste sand is high quality silica sand with uniform physical characteristics. It is a byproduct of the ferrous and nonferrous metal casting industry, where sand has been used for centuries as a moulding material because of its unique engineering properties. In modern foundry practice, sand is typically recycled and reused through many production cycles. Industry estimates are that approximately 100 million tons of sand are used in production annually. Of that, four (4) to seven (7) million tons are discarded annually and are available to be recycled into other products and industries. 2.2 Lime: Lime is a calcium-containing inorganic material in which carbonates, oxides and hydroxides predominate. Strictly speaking, lime is calcium oxide or calcium hydroxide. The word "lime" originates with its earliest use as building mortar and has the sense of "sticking or adhering." These materials are still used in large quantities as building and engineering materials (including limestone products, concrete and mortar) and as chemical feedstock‟s, and sugar refining, among other uses. The rocks and minerals from which these materials are derived, typically limestone or chalk, are composed primarily of calcium carbonate. They may be cut, crushed or pulverized and chemically altered. "Burning" (calcinations) converts them into the highly caustic material quicklime (calcium oxide, CaO) and, through subsequent addition of water, into the less caustic (but still strongly alkaline) slaked lime or hydrated lime (calcium hydroxide, Ca(OH)2), the process of which is called slaking of lime. www.ijsret.org 800 International Journal of Scientific Research Engineering & Technology (IJSRET), ISSN 2278 – 0882 Volume 4, Issue 7, July 2015 3. EXPERIMENTAL WORK In this project The project have conducted various experiment to find the stabilisation of the sub base using the industrial waste and cement the various test conducted to find the stabilisation of the sub base based on the ASTM procedure are listed below: 3.1 Liquid Limit (ASTM D 4318 – 05) 3.2 Plastic Limit (ASTM D 4318 – 10e) 3.3 Sieve Analysis (ASTM D 6913) 3.4 Specific Gravity (ASTM D 6473) 3.5 Standard Proctor Compaction Test (ASTM D 1557) 3.6 Unconfined Compressive Strength (ASTM D 2166) 3.7 California Bearing Ratio Test (ASTM D 1883) 3.1 LIQUID LIMIT: Liquid limit is defined as the moisture content at which soil begins to behave as a liquid material and begins to flow. The importance of the liquid limit test is to classify soils. Different soils have varying liquid limits. Also, once must use the plastic limit to determine its plasticity index. Fig 2 Liquid limit equipment 3.2 PLASTIC LIMIT Plastic limit is defined as the loThe projectst moisture content and expressed as a percentage of the The projectight of the oven dried soil at which the soil can be rolled into the threads one-eighth inch in a diameter without the soil breaking into pieces. This is also the moisture content of a solid at which a soil changes from a plastic state to a semisolid state. Fig 3 Plastic limit equipmen 3.3 SIEVE ANALYSIS: A sieve analysis is a practice or procedure used assesses the particle size distribution of a granular material. Fig 4 Sieve Analysis equipment www.ijsret.org 801 International Journal of Scientific Research Engineering & Technology (IJSRET), ISSN 2278 – 0882 Volume 4, Issue 7, July 2015 3.4 SPECIFIC GRAVITY: Specific gravity is defined as the ration of the unit The projectight of soil solids unit The projectight of water. The specific gravity is needed for various calculation purposes in soil mechanics, e.g. void ratio, density and unit The projectight Fig 5 Specific Gravity equipment 3.5 STANDARD PROCTOR COMPACTION TEST: Compaction is the process of densification of soil mass by reducing air voids under dynamic loading. This test is conducted in order to find out the optimum moisture content and maximum dry density of the soil. Fig 6 Standard proctor compaction equipment 3.6 UNCONFINED COMPRESSIVE STRENGTH: The unconfined compression test is used to measure the shearing resistance of cohesive soils which may be undisturbed or remolded specimens. An axial load is applied using either strain-control or stress-control condition. The unconfined compressive strength is defined as the maximum unit stress obtained within the first 20% strain. Fig 7 Compressive testing machine 3.7 CALIFORNIA BEARING RATIO TEST: The California bearing ratio (CBR) is a penetration test for evaluation of the mechanical strength of road subgrades and base courses. The test is performed by measuring the pressure required to penetrate a soil sample with a plunger of standard area. The measured pressure is then divided by the pressure required to achieve an equal penetration on a standard crushed rock material. The CBR rating was developed for measuring the load-bearing capacity of soils used for building roads. Fig 8 California Bearing Ratio Equipment www.ijsret.org 802 International Journal of Scientific Research Engineering & Technology (IJSRET), ISSN 2278 – 0882 Volume 4, Issue 7, July 2015 4. RESULT AND DISCUSSION 4.1 Index Properties Table : Index Properties of materials Materials Index Properties Specific Gravity (G) Liquid Limit (WL) Plastic Limit (WP) Shrinkage Limit (WS) Sieve Analysis- Coefficient of curvature ( Cc ) Soil Lime Copper slag 2.65 Kg/m3 39 % 28% 8% 2.5 Kg/m3 25 % 23 % 6% 2.22 Kg/m3 30% 25% 15 % 0.54 0.53 0.54 4.2 Mechanical Properties 4.2.1 Standard Proctor Compaction Test Table 1 Standard proctor compaction test Optimum Dry Location moisture density content in % in g/cc Location 1 9.3 1.837 Location 2 11 1.730 Location 3 7.9 1.905 Location 4 10.6 1.806 Location 5 7.25 1.890 Location Unconfined compressive strength in kN/m2 Location 1 66 Location 2 180 Location 3 197 Location 4 152 Location 5 167 Fig. 13 unconfined compressive strength unconfined compressive strength in kN/m 2 4.2.2 UNCONFINED COMPRESSIVE STRENGTH Table 2 Unconfined compressive strength Fig 12 Water content in % Vs Dry density 250 197 180 200 167 152 150 100 66 Y-Values 50 0 0 2 4 locations www.ijsret.org 6 803 International Journal of Scientific Research Engineering & Technology (IJSRET), ISSN 2278 – 0882 Volume 4, Issue 7, July 2015 4.2.3 CALIFORNIA BEARING RATIO TEST Table 3 California bearing ratio test Location Fig 14 Penetration in mm Vs load Bearing Ratio in % Location 1 25 Location 2 33 Location 3 17 Location 4 14 Location 5 25 5. CONCLUSION From the study it is observed that there is an appreciable improvement in the optimum moisture content and maximum dry density for the soil treated with industrial waste. In terms of material cost, the use of less costly Admixtures can reduce the required amount of industrial waste. Soils had the greatest improvement with all soils becoming nonplastic with the addition of sufficient amounts of industrial waste. The study after conducting several experiments revealed the following significances in using lime and industrial waste as a stabilizing agent. The addition of lime and industrial waste mixes to sub base increases the unconfined compressive strength value more than that by ordinary methods. The sub base stabilization with lime and industrial waste mixes improves the strength behaviour of sub base. It can potentially reduce ground improvement costs by adopting this method of stabilization. REFERENCE [1] Achmad Fauzi, Zuraidah Djauhari And Usama Juniansyah Fauzi “ Soil Engineering Properties Improvement By Utilization Of Cut Waste Plastic And Crushed Waste Glass As Additive ” Iacsit International Journal Of Engineering And Technology, Vol. 8, No. 1, January 2016. [2] Akshaya Kumar Sabat, Associate Professor, Subasis Pati Research Scholar Department Of Civil Engineering Institute Of Technical Education And Research Siksha „O‟anusandhan University Khandagiri Square, Bhubaneswar, Or, India, “ A Review Of Literature On Stabilization Of Expansive Soil Using Solid Wastes ” [3] M Anjan Kumar, Giet,Rajamundry & G V R Prasada Raju, Department Of Civil Engineering,Jntu College Of Engineering, “ Use Of Lime Stabilized Pavement Construction ” Indian Journal Of Engineering & Material Science Vol.16, August 2009. [4] Ankit Singh Negi, Mohammed Faizan, Devashish Pandey Siddharth, Rehanjot Singh, Dept.Of Civil Engineering, University Of Petroleum And Energy Studies,Dehradun,India, “ Soil Stabilization Using Lime ” International Journal Of Innovative Research In Science, Engineering And Technology.Vol. 2, Issue 2, February 2013. [5] Dallas N. Little, Texas A&M University, Eric H. Males, National Lime Association, Jan R. Prusinski, Portland Cement Association, Barry Stewart, “ Cementitious Stabilizaion, Lime Stabilization,Coal Fly Ash Stabilization, Portland Cement Stabilization ” American Coal Ash Association A2j01: Committee On Cementitious Stabilization Chairman: Roger K. Seals, Louisiana State University. www.ijsret.org 804 International Journal of Scientific Research Engineering & Technology (IJSRET), ISSN 2278 – 0882 Volume 4, Issue 7, July 2015 [6] George Rowland Otoko Civil Engineering Department, Rivers State University Of Science And Technology, Port Harcourt, “ A Review Of The Stabilization Of Problematic Soils ” International Journal Of Engineering And Technology Research Vol. 2, No. 5, May 2014, Pp. 1 - 6, Issn: 2327 – 0349. [7] Mandeep Singh & Anupam Mittal, , Department Of Civil Engineering, Nit, Kurukshetra, “ A Review On The Soil Stabilization With Waste Materials ” International Journal Of Engineering Research And Applications (Ijera) Issn: 22489622 [8] Mukesh A. Patel,Dr. H. S. Patel “ A Review On Effects Of Stabilizing Agents For Stabilization Of The projectak Soil” Civil And Environmental Research Issn 2222-1719 (Paper) Issn 2222-2863 Vol 2, No.6, 2012. [9] Priti Mishra, Jha Ajachi R.B., Mohnish Satrawala, Harsh Amin “ Experimental Study On Waste Recycled Product (W.R.P.) And Waste Plastic Strips (W.P.S.) As Pavement Sub-Base Material [10] Swapan Kumar Bagui General Manager, “ Pavement Design For Rural Low Volume Roads Using Cement And Lime Treatment Base ” Pavement, Material And Geotechnical Division, Intercontinental Consultants And Technocrats Private Limited, A8 Green Park, New Delhi, India. www.ijsret.org 805 SSRG International Journal of Civil Engineering- (ICRTCETM-2017) - Special Issue - April 2017 SOIL STABILIZATION USING LIME AND FLY ASH N.Krithiga1, D.Pujitha *2,T. Palayam*3 , A.revathy*4 1 Assistant Professor(civil Eng),Department of Civil Engineering,Sri Muthukumaran Institute of Technology,*234 UG students, Department of Civil Engineering, ABSTRACT Now a days, inefficient properties of soils are a critical issue in engineering projects. In some cases, improve the characteristic of unsuitable soil is a fundamental step for making construction.Pavement structures on poor soil sub grades show early distress causing the premature failure of the pavement. Clayey soil usually have the potential to demonstrate undesirable engineering behaviour , such as low bearing capacity , high shrinkage and swell characteristics and high moisture susceptibility. Stablilsation of these soil is a usual practice for improving the strength.Soil stabilization performed the use of technique to adding a binder to the soil in order to improve the engineering performance of soil .This study reports the improvement in the strength of a locally available cohesive soil by addition of both lime and fly ash. Researches were illustrated that adding the additives leads to progress in workability and mechanical behaviour of soil after stabilization lime and fly ash as local natural and industrial resources were applied for chemical stabilization. Lime alone has traditionally been used in clay-bearing, highly cohesive soil whereas fly ash has been used to bind non-cohesive soil, granular or poorly cohesive soil. Fly ash is mainly used to stabilize the sub base or base course. ISSN : 2348 - 8352 www.internationaljournalssrg.org 1 Page 510 SSRG International Journal of Civil Engineering- (ICRTCETM-2017) - Special Issue - April 2017 1. INTRODUCTION The swelling and shrinkage characteristic of expansive soil depend upon the percentage of moisture content in it. So the expansive soil undergoes volumetric changes due to the variation of water content in it. The finer particles of the expansive soil lead to the water holding capacity. The percentage of moisture content inside the expansive soil depends upon the seasonal variation. The swelling and shrinkage characteristics of the expansive soil causes the differential movement, resulting in severe damaged to the foundations, buildings, roads, retaining structures, canal linings, etc. The expansive soil losses its chemical strength during the expansion condition. The fly ash generally produced by the combustion of coal of the thermal power plant. The large numbers of power plant has been established across the world to full fill the demand of power. Chemical stabilization introduced the use of technique to add a binder to the soil to improve the geotechnical performance of land such as mechanical and chemical characteristics of soil. Some studies are reported that, different additives such as cement, lime, fly ash, silica fume, and rice husk ash have been used for chemical stabilization of soft soils. Chemical stabilization is applied as a cost effective, environmental friendly and efficient method for soil treatment. It is also well known that stabilizing soil with local natural, industrial resources particularly lime and fly ash has a significant effect on improving the soil properties. In soil stabilization with lime and fly ash, additives combined by specific moisture content, then apply for improving the soil properties in engineering projects. Investigator experiments on the physical and chemical reaction of stabilized soil revealed that, lime, fly ash, and mixture of lime-fly ash have short-term and long-term effect on the characteristic of soil. ISSN : 2348 - 8352 www.internationaljournalssrg.org 2 Page 511 SSRG International Journal of Civil Engineering- (ICRTCETM-2017) - Special Issue - April 2017 Lime stabilization is a method of chemically transforming unstable soils into structurally sound construction foundations. Lime stabilization is particularly important in the construction of highway for modifying subgrade soils, subbase materials, and base materials. The improved engineering characteristics of materials which are treated with lime provide important benefits to portland cement concrete (rigid) and asphalt (flexible) pavements. Lime stabilization creates a number of important engineering properties in soils which includes improved strength; improved resistance to fracture, fatigue, and permanent deformation; reduced swelling; and resistance to the damaging effects of moisture. The most substantial improvements in above said properties are seen in moderately to soils with high plasticity, such as heavy clays. Then soil stabilization occurs when lime is added to a reactive soil to generate long-term strength gain through a pozzolanic reaction. That reaction produces stable calcium silicate hydrates and calcium aluminate hydrates as the calcium from the lime reacts with the aluminates and silicates solubilized from the clay. This pozzolanic reaction can continue for a very long period of time, even decades -- as long as enough lime is present and the pH remains high (above 10). As a result of this, lime treatment can produce high and long-lasting strength. Lime in the form of quicklime (calcium oxide – CaO), hydrated lime (calcium hydroxide – Ca[OH]2), or lime slurry can be used to treat the soils. Hydrated lime is created when the quicklime chemically reacts with water. It is hydrated lime that reacts with particles of clay and permanently transforms them into a strong cementious matrix. Since, fly ash is a waste material from thermal power plants and shows pozzolanic characteristics, it is always encouraged to use fly ash for stabilization where easily and economically available. ISSN : 2348 - 8352 www.internationaljournalssrg.org 3 Page 512 SSRG International Journal of Civil Engineering- (ICRTCETM-2017) - Special Issue - April 2017 Fly ash is extracted from flue gases of a furnace fired with coal and is nonplastic fine silt. Its composition varies according to the nature of coal burned. Many efforts are being directed toward beneficial utilization of this waste product in several ways. Fly ash has been used as a pozzolana to enhance The improvements noticed in some of the geotechnical properties of clayey soils only with fly ash are not adequate for its use in roadwork and foundation design .However, lime which is considered to be a good stabilizing agent for clayey soil may be added to fly ash in the stabilization of the soil to further improve the properties. Fly ash is a waste product of a thermal power plant where as lime is very cheap and readily available. OBJECTIVES:  To explore the effective usage of fly ash.  To study the effect of lime and fly ash and increasing the bearing capacity of soil.  To study the effects of lime and fly ash and decreasing the permeability of soil.  To explore the possibility of using fly ash in road construction programme.  To study the effect of lime and fly ash on proctor‘s density and OMC of clayey soil.  To study the change in CBR of soil by the addition of lime and fly ash.  To study the effect of curing period on the properties of clayey soil. ISSN : 2348 - 8352 www.internationaljournalssrg.org 4 Page 513 SSRG International Journal of Civil Engineering- (ICRTCETM-2017) - Special Issue - April 2017 3.SELECTION OF MATERIALS 3.1RED SOIL Red soils generally derived from crystalline rock. They are usually poor growing soils, low in nutrients and humus and difficult to cultivate because of its low water holding capacity. Red soils denote the third largest soil group of India covering an area of about 3.5 lakhs sq.km over the peninsula from Tamil Nadu in the south to Bundelkhand in the north and Rajmahal hills in the east to kachchh in the west. 3.2ALLUVIAL SOIL. The term alluvium is not typically used in situations where the formation of the sediment can clearly be attributed to another geologic process that is well described. This includes lakes sediments, river sediments or glacially-derived sediments. Alluvial soil is loose, unconsolidated soil or sediments which has been eroded, reshaped by water in some form, and re deposited in a non-marine setting. 3.3 CLAYEY SOIL Clay soil is composed of tiny particles that are hard and able to become easily compacted. This compaction makes it difficult to plant or even shovel within the soil. Clay minerals are hydrous aluminium phyllosilicates that may contain varying amounts of iron, magnesium and alkali metals. 3.4 LIME Hydraulic lime is a general term for varieties of lime,or slaked lime, used to make lime mortar which set through hydration thus they are called hydraulic. ISSN : 2348 - 8352 www.internationaljournalssrg.org 5 Page 514 SSRG International Journal of Civil Engineering- (ICRTCETM-2017) - Special Issue - April 2017 Hydraulic lime provides a faster initial set and higher compressive strength. The terms hydraulic lime and hydrated lime are quite similar and may be confused but are not necessarily the same material. The two basic types of hydraulic limes are  Natural hydraulic lime  Artificial hydraulic lime 3.5 FLY ASH Fly ash is a by-product from burning pulverized coal in electric power generating plants. During combustion, mineral impurities in the coal fuse in suspension and float out of the combustion chamber with the exhaust gases. Two types fly ash are commonly used in concrete.  Class c  Class F Class c are often high-calcium fly ashes with carbon content less than 2 %;whereas class F are generally low calcium fly ashes with carbon content less than 5% but some times as high as 10%.In general, class c ashes produced from burning sub-bituminous are anthracite coals. Performance properties between class c and class f ashes are varying depending on chemical and physical properties of the ash. Many class c ashes when exposed to water will react and become hard just like cement but not class f ashes. Most, if not all, class f ashes will only react with the by-products formed when cement reacts with water. Class c and class f fly ashes were used in this research project. ISSN : 2348 - 8352 www.internationaljournalssrg.org 6 Page 515 SSRG International Journal of Civil Engineering- (ICRTCETM-2017) - Special Issue - April 2017 4.TEST FOR SOIL SAMPLES 1)specific gravity,2) liquid limit & plastic limit, 3)standard proctor test, 4)direct shear, 5)california bearing ratio, 6)california bearing ratio. 5.RESULT AND DISCUSSION COMPRAISON OF VARIOUS SOIL SAMPLES 5.1CALFORNIA BEARING RATIO CBR TEST 14 12 LOAD 10 8 Series1 6 Series2 4 Series3 2 0 type a type b type c type d PENETRATION As per soil sample are tested in CBR test with lime and fly ash and the result shows that’s clay soil , lime and fly ash soil good in stability. 5.2 DIRECT SHEAR: DIRECT SHEAR 70 shear stress 60 50 40 Series1 30 Series2 20 Series3 10 0 type a type b type c type d Normal stress ISSN : 2348 - 8352 www.internationaljournalssrg.org 7 Page 516 SSRG International Journal of Civil Engineering- (ICRTCETM-2017) - Special Issue - April 2017 As per soil sample are tested in direct test with lime and fly ash and the result show that’s red soil good in stability. 5.3 STANDARD PROCTOR TEST standard proctor test water content 6 5 4 dry density 3 dry density 2 dry density 1 dry density 0 type a type b type c type d dry density As per soil sample are tested in Standard proctor test with lime and fly ash and the result shows that’s clay soil good in stability. 1).The specific gravity test should be done for various types of soil. From the result It is observed that it increase the strength by mixing the clay soil , lime and fly ash 2). From the liquid limt it shows the increase in strength by mixing the clay,lime and fly ash when compare red and alluvial soil. 3). From the plastic limt it shows the increase in strength by mixing the clay,lime and fly ash when compare red and alluvial soil. 4). From the standard proctor test it shows the increase in strength by mixing the clay,lime and fly ash when compare red and alluvial soil. 5). From the direct shear it shows the increase in strength by mixing the clay,lime and fly ash when compare red and alluvial soil. 6). From the CBR test it shows the increase in strength by mixing the clay,lime and fly ash when compare red and alluvial soil. 7). From the UCC test it shows the increase in strength by mixing the clay,lime and fly ash when compare red and alluvial soil. ISSN : 2348 - 8352 www.internationaljournalssrg.org 8 Page 517 SSRG International Journal of Civil Engineering- (ICRTCETM-2017) - Special Issue - April 2017 CONCLUSION From the results of the present study, it is concluded that, the soil stabilization using lime and fly ash is a very effective process for the strengthing of soil. During comparison the clay obtain maximum strength . since lime and fly ash are low cost material it obtains high strength and make the structure strong and durable.The test has been conducted in various soils such as clay soil ,alluvial soil,and red soil among these the clay soil is the best results and it can be used to strength the building and roads. Due to stabilization the soil the bearing capacity of the soil gets increasing and any foundation can be construction in the soil. REFERENCES 1.Minnick, Lo Jo s Carson, Wo Ho, Hlller,(1950) 2.Chu, To Ho , Davidson, Do To , Goecker, W. I, Moh.(1955) 3.Punmia B.C for soil mechanic and foundation engineering (2005) 4.Jaleel,Z.T.(2011), Effect of Soaking on the CBR-Value of Subbase 5.Soil. Eng. and Tech. journal, vol.29 ISSN : 2348 - 8352 www.internationaljournalssrg.org 9 Page 518 Defence Science Journal, Vol. 2, No. 4, October 1952, pp.208-217 ©1952, DESIDOC Sol& STAB~LUA!~IO~ By Dr. K. Subba Rao, Defence Science Organisation, Ministry of Defence, New Delhi The subject of soil stabilization has been reviewed: The various stabilizing agen-ts and the different methoas of soil stabilization have been considered. Soil stability is dependent on the two important properties of soils-cohesion and internal-friction. A proper adjustment of these two properties and also wat?r proofing are the main lines of approach to the problem of soil stabiYaatio~. The different methods of soil stabilization are based on the following principlea (1)Mechanical, (2) Physical, (3) Physico-chemicalaad Colloid-chemical. The mechanical methods are drainage, compaction and vibration. The physical methods are mixing of soils to improve grading, electmsmosis and freezing. The physico-chemicaland colloid-chemid methods consist in the use of soil cements, deliquesoents, bitumens, waxed parafib oils, resins, cement grout and sodium silicate. Introduction Soil stabilization is the process by which certain properties of soil-are improved in order to make the soil serve better as a foundation or construction material. The stabilization process may be either physical or chemical. Soil stabilization consists not only in improving the physical properties euch as compressive strength and shearing resistance but also in providing a defence mechanism against the detrimental effects of weather and microbial activity. Soil Stability Soil stability in the engineering sense denotes the maintenance of a reasonably high bearing power. The bearing power connected with volume and shape of a soil is a function of its shearing resistance. For sandy soils which are noes cohesive, shearing resistance=normal pressure x coefficie~tof friction, whereas, for clay soils which are cohesive, shearing resistance= cohesion. For intermediate soils however shearing resistance=cohesionf (normal pressure xcoefficient of friction). Difterent methods of soil stabilization Internal fric_tionin the engineering sense is a property of coarse grains such as sand and gravel while cohesion is due to clay. Friction is practically indepecdent of moisture whereas cohesion is governed by it. Purely frictional material has no stability unless it is under a conked pressure. Purely cohesive material may have extremely high strength when dry and practically none when wet. These facts indicate the main lines of approach to the problem of soil stabilization 1)Supplying cohesion t o purely frictional soils. 2) Supplying friction to purely cohesive soils. 3) Water-proofing of cohesive soils. In addition, stabilization should provide a defence mechanism agabst the adverse effects of climate. 208 DEBENCE SCIPNCE 3OURNAL 209 t Classification of stabilization methods Several attempts have been made to clas8y the soil stabilization methob both from the engineering and scientific point of view (11). The dassi6cation based on the following principles is however useful :(1) Mechanical. (2) Physical. (3) Physico-chemical and Colloid-chemical. In practice every soil stabilization method may involve any one, two or all'the three principles. Uses of stabiliaed soil Stabilied soil is used as surfacisg for low cost roads, farm y&ds and store yards. It is also used as sub-base for roads, footpaths, cycle tracks, play grounds, car parka, aerodrome runways, farm yards and store yards. Soil stabilization is adopted for the formation of embankments, fillkg in behind retaining walls, over arches and culverts. Subgrade is the foundation for a pavement. When the virgin sod itself is used as a support for the pavement, its surface is called subgrade. Sometimes special subgrade layers are used. Ordinarily the subgrade is 1-3 feet thick for highways and 1-6 feet thick for runways. Requirements of a subgrade are strength, rigidity, incompressibility, freedom from swelling, shrinking and frost action. Strength and rigidity depend upon dry density and water content. In cohesionless soils, water is of little importance but in cohesive soils it has a marked influence. \ Drainage , Water is the greatest enemy of subgrades and pavements, as it produces loss of strength, increase in volume and the possibility of frost action. Entry of water can be prevented by suitable drainage. Iptroduction of a layer of coarse sand between subgrade and the underlying soil and between subgrade and surface can prevent capillary rise i f water from below. Drainage always improves the strength of saturated soils whereas dry soils lose their strength by saturation. Therefore, the process of providing adequate drainage could be a natural a ~ effective d process of improving the strength of soils. , In providing drainage, it is necessary to prevent the water from carrying away the soil with it, otherwise it leads to internal erosion. Suitable filters are employed to oheck this erosion. In the case of roads and runways it is very pecessary to have a dense subgrade before the pavement is built. Densscation is effected by the removal of water by adequate drainage and evaporation. Many road' failures are due to softening of the subgrade by water which occurs in the absence of proper drainage. - In the case of deep deposits the most effectiveway of dealing with the water is to catch it in a ring of -wellsround the sit;e, This ~ e t h o dis very u~efulin es~avatingthe soil in the site, 210 SOIL STABILIZATION Compaction The strength of a soil depends on its water content and its pore volume. Smaller the pore volume and lesser the water oonterit (up to a limit), the stronger is the soil. i Compaction'generally increases the density of partially saturated soils. This is followed by an increase in cohesion and internal friction. There is also a decrease in pore volume and its accessibility to water.' Compactioa is usually adopted in densifying the subgrades of roads, runways, embankments and it is effected by rollers and rammers. For obtaining high density, the soil should be compacted in thin layers. Another important factor in compaction is the moisture content of the soil. Figure I, indicates that there is an optimum value of the water content for which maximum density can be obtained on compaction. For obtaining the greatest efficiency, compaction must be effected by roller or r a m e r a t this optimum water content. The optimum water content can be determined by the Proctor test. WATER I - CONTENT - p. C. Moisture-Density curves for different compactive efforts. For a given soil the greater the dry density s d e r is the pore volumeregardless of water oontent. So, maximum dry density is just another way of expressing raillirnumpor~sit~.For aliy given water content, perfect compaction would expel all air from the soil and produce saturation. If dry densities correspolrdiog to saturation a t different water contents are plotted, zero-$ore curve is obtained. It represents the theoretical dcnsitim obtained by perfect compaction at different water content*, 211 DEFEHCE SCIENCE JOURNAL If in the method of compaction, the compactive effort is ;aried, different moisture-density curves are obtained in which the maximum for water shifts, Greater the compaative effort, lesser is the optimum moisture for any soil. For maximum compaction the compactive effortrequired depends upon the moisture content. Slightly cohesive soils are compacted by pressure which brings the soil qrains closer together. If the force is too great it produces shear failure and a loose soil. For sand and gravels the maximum density is at 8-10per cent water. For cohesive soils it is roughly 3-4 per cerit lower than the plastic limit. Compaction of a cohesive soil can also be effected by saturating the soil with water and subsequent drying. The force of capillary tension usually brings about compaction. However, this process results in extremely erratic compaction with soft soupy pockets and large cracks in the dried mass. Resides, the method is very slow. Cohesive soils generally require very high pressures for compaction. Swelling, shrinkage and loss of strength are caused by changes in water due to floodirig or prolonged wet or dry seasons. In preparing the subgrade for roads and runways different types of rollers such as smooth, rubber tyred and sheep's foot rollers are used. I n general, the heavier the roller, the better the'compaction. For sandy sogs.vibrating rollers have been developed. For bridge abutments soil compaction is effected by rammers. Vibration I Deep deposits of loose sands are diffioult materials to work with and these may be stabilised by increasing the density by vibration. The vibration may be caused either by explosives or pile-driving. With cohesive soils, vibration method has little effect. Cohesionless soils become dense when their' grains assume new position s reducing the pore space between them. gtatic pressure is practically useless in compacting cohesionless soils because the grains just 'wedge against one another and refuse to move. Vibration accompanied by light pressure is very effective and severe shocks produced by impact of a heavy object on the soil surface can increase the density to depths of several feet. If the cohesionless soil is slightly moist, the capillary tension of water film may prevent the effect of vibration. Saturation of the sand however eliminates the capillary tension and permits satisfactory oompaction. Pile-driving is a, very effective way of compacting loose and cohesionless soils over great depths. The method is slow,and expeisive. The vibroflotation method for sands employs a gigantic vibrator, resembling a concrete vibrator. Water jetted from within the vibrator loosens the sand and the vibration compacts the loosened sand to very dense state.. Jetting and flooding have been used suocessfully in cohesio~lesssoib of high permeability. , . I 212 BOIL KPABILIZATION PHYSICAL METHODS Mixing of soils to improve grading Stability under both wet and dry conditions can be attained by a proper blending of cohesive soils with granular soils (2). The shear strength of a graded cohesionless soil containing coarse, medium and fine particles-isinvariably greater than that of a soil in which the particles are uniform in size, I n a graded soil the smaller particles fill the pores between bigger particles and thus a high density results. Standard grading limits have been laid down by the American Society of Testing Materials. Well graded soils compact easily and provide high strength. If a soil is poorly graded, it is often possible to mix it up wit11 a soil from another source in order to bring the mixture to the standard grading. Thus cohesionless soils can be stabilised by adding cohesive soils. Actually in the mixture a crude clay concrete is formed cla,yacting as a binder. The proportion is fhed by actually testing the strength of the mixtures: To preserve the stabilisation in dry weather, treatment with calcium chloride is necessary. The biggest drawback is the extreme susceptibility of themixture to frost action. Proper grading of soils is usually determined by employing sieves and sedimentation. Similarity in the gradation of two soils as determined by sieving and sedimentation does not give any information about such important properties as hardness and angularity of the coarse fractions or shape and minerological and chemical composition of the finer fractions. Hardness and angularity are important for the mechanical stability of sand and gravel whereas the shape and mineralogical and chemical composition of the clay particles determine the water affiity and the swelling properties-of clay. ~ The method of mixing soils to improve grading is ordinarily limited t , surface deposits. Electrosomos@ I n excavations in silty soils, stability can be qttained by causing the pore wat6r to flow from the excavated area. On account of the low permeability natural drainage is very slow. This can be hastened by electrosomosis. The passage of electricity causes the soil water to flow from the anode to the cathode, the latter of which is generally a perforated tube. As the water collects in the tube it is pumped out. Several large scale instances of electmsomotic stabilization employed in Germany have been quoted by Casagrande. The method is very interesting, cohzparatively inexpensive and is conveniently applicable even to very deep deposits. Freezing I n the silt range, the porosity is very low and therefore the method of injecting stabilizing agentsinto the mil is not practicable. The ground may be stabilized by freezing the pore water. This method is very costly and is also slow, ordinarily requiring several months to freeze the ground. This method can be aucces~fullyapplied to any saturated soil and is successful as long as the ground is kept frozen. On account of its limitations, the method is restricted to special oases. . PHYSXCO-CHEMICAL AND COLLOID-CHEMICAL ME!PHODB oil cement Soil cement is produced by mixing portland cement with natural soil (3). The use of soil cement dates hack to Roman times when nat~lrallyoccurring cements were mixed with soil to provide foundations for roads. When the grading of a soil is poor the cement acts as a binder and the soil with cement will have new properties. I n fixing soil-cement ratio ?t is necessary to take into consideration the water content, organic matter and sulphates present in the soil. To stabilize a silty sand, a larger amount of cement is required than for sandy gravel. To stabilize clay a large quantity of cement is required. I n fact, owing to the main difficulty of mixing, no successful method of stabilizing clay has so far been developed. The amount of cement ordinarily required for stabilization varies from 8-12 per cent. The amount of cement required is determined by crushing tests on compacted samples containing different amounts of cements. The strength increases with cement and the amount of cement giving a seven day strength of 250 lbslsq. inch is usually taken as the standard. Satisfactory compaction is important. The water-cement ratio cannot be speczed as the amount of water required in the soil for good compaction is very much greater than wliat is required in the making of good concrete. Soil cement has been used successfullyin the construction of roads, air port bases, as an excellent foundation for concrete pavements. Recently in India, the Government have built over four thousand houses in East Punjab making use of soil cement (6). An excellent account ofthe role of surface-chemical factors in the hardening of soils by cement has been given by Winterkorn and coworkers (13). - . Deliquescents Deliquescents like calcium chloride, tend to absorb moisture from the atmosphere. Additios of calcium chloride to soil consequently prevents drying out and shrinkage of soil during summer months. In cohesionless soils like sands and silts it produces m6isture films which improve the shear strength whereas in cohesive soils it prevents dust. These effects however are temporary and the treatment will not prevent the soil from absorbing wa,ter and becoming soft during rainy mason. Though pure calcium chloride is a deliquescent, as a part of soil it may not retain this property fully because a portion may remain in solution as calcium and chloride ions. Calcium may also undergo exchange reaction with soil, Sodium chloride and sea water when added to soil nbt only enhance water retaining capacity but also disperse clay leading to increased density and decreased permeability. Bituminous binde~s Bituminous materials have been used to improve the shear strength and reduce the sensitivity of the soil to changes in water (10,12). Bitumen when used as a stabilizing agent may act as a binder or as a waterproofing material. Soil-bitumen systems have found the greatest use in the , construction of road bases and surfaces. If a soil is of the cohesive type it possesses satisfactory bearing capacity aC low moisture contents. I n such a soil bitumen is incorporated as a water proofing agent to maintain a low moisture and adequate bearing capacity. If a soil is of non-cohesive granular type bitumen is incorporated to act as a binding or cementing medium. The bitumenous materials employed are elf two general types asphalt8 and tars. These are introduced into soil either in solution or in the form of emulsion. Emulsion form is better than solution as ia the former form bitumen adheres to the moist soil particles much better. For stabilization and impermeabilization of foundations, levees and similar structures, bitumen emulsioas may be incorporated by injection method. The size and electrical properties of the bitumen globules should be in conformity with the porosity of the soil. Waxed Par& Oil The petroleum oil containing about 4 percent paraffin wax has been used in the-last few years for the stabilization of subgrades (9). The purpose of this stabilizer is not to increase the shear strength but to maintain the existing strength of the soil by water-proofing. Wgter-proofing is effected by the formation of an oil film of molecular thickness s t the air-water interface in the soil pores. The film restricts the movement of water inkhe soil and thus prevents it from softening in wet weather (4). ' Resins @ The use of finely.ground resins in soil stabilization is increasing during recent-years. The introduction of water-proofing material such as vinsol resin into surfaces and subgrades to prevent changes in water content that destroys . stability has proved successful. Resins are ineffective in strongly a,Ikaline'soils but such alkalinity can be corrected by the addition of a small quantity of aluminium sulphate. Resin binders are spread or added to the soil in either powder or liquid farm. The quantity required is smaller than portland cement and bitumen. Another advantage ~f resin as a stabiliyer is that the mixture of soil and resin is less affected by weather. The method however is expensive. With the discovery of cheaper and more effective resins the method may become more widespread. Cement Grout The proceps of pumping cement grout has been successful in stabilizing sandy and granular soils. This procees reduces the permeability and is applicable only to sandy soils as it is essential for the- cement to permeate freely through the pores and fill them up. As the cement sets the shear strength increases and the ground is transformed into an artificial sandstone. 'The method of cement grouting is very useful in deep excav*tions such as tunnels and in producing an impermeable curtain under dams founded on fissured rocks. Cement grout injection method is applicable to eoils of @re size larger tha4 mm and can be adopted for deep deposits. a 1 f DEFENCE SCIENCE JOURN'AL , 215 Sodium Silicate The method of cement grouting is not applicable to soils which are Zem sandy and inwbic'h th.e pores are fine. Cement has the tendency to agglomemfe a t the poin$ of injection. Therefore for soils of low porosity, sodiumsilicate (water-glass)has been used. Incorporated with sodium silicate is a second compound which precipitates silica gel after a short interva.1 of time. Alternatively the two may be injected separately. The two-fluiq prooess gives the soil a higher shearing strength than the "sgle fluid process. Like cement grout, water glahs injection method is adoptable for stabilisption of deep deposits. ' PAVEMENTS: OF ROADS AND RUNWAYS The subject of roads and runway con~tmctioohas rapidly developed during recent years. A runway d,ifers from a, road in ha+ing a greaker thickness ~f construction in order to enable it, to carry greater loads. The function of the pavement is to distribute the stresses caused by the wheels such that shear failure and deformation of the subgrade are avoided. Obviously a week foundation needs a thick pavement. Therefore to save in the costly pavement, it is economical to strengthen the sub-grade. Compaction of the subgrade would be a good investment. There are two common types of pavements the "rigid " and the "flexible". The former of these is of concliete and the latter of macadam. The importance of soil stabilizstion in the construction of aerodrome runways all over the world has resulted in a great increase of research in this subject. FBOST HEAVE In soils exposed to extreme climates, frost will have serious effect on foundation soils. When the temperature is below 0' e the pore water freezes. The expansion causes rise of the ground surface and this is known as frosted heave. Subsequent thawing is equally harmful. In a long cold spell of winter the frost may extend down to depth of 12 hches in the ground. The frost heave in such a case is not merely due to the ' expansion of frozen water in tbis layer but also due to larger expansion caused by the formation of ice lenses in the soil. The lenses develop horizontally and may be ordinarily few inches thick. The extra water required for the formation of these lenses is sucked from below the zone of freezing. The mechan'ism of the formation of these ice lenses is interesting. In a fine grained soil, as the freezing commences from the top, water is d r a m from the water table below and ice lenses begin to grow. One important condition favourable for the formation of the ice lenses is that the soil should be fine grained in order to allow the capillary water to rise. In coarse sand and gravel the capillary effect is negligible and therefore there is no ice lense formation. I n clay the permeability is poor. It retards the passage of water in the limited period of cold spell. Silts and fine sands are the most likely to be effected by frost. The remedy against frost heave is to replace the soil in the formation layer which is usually about 12 inches in thickness. The alternative method is to keep the ground water level as low as possible by good drainage. Yet anothet method in the case of roads is to place a layer of gravel between the silt an.d the water table. ' The main damage of frost heave i~ not during the ice lense farmation Bnt it is during the subsequent thawing. As 'the lense melts the whole foundation loosens. Frost act;- shvukl be guarded against in the con.strud~ionsdroads runways, refainkg wall@eCc. 1x1pplaeea like Alaska and Siberia, soil remains h z e n penmanev,tlyto deptb of several hundred feet +n.d only the top few feet over thaw. Important etructures in such plaees must, be founded deep in the permanently frozen pound. In northern parts of United StvtatesfrB8t hawe ir,as great as 60 inches. The amoxtat of heave is rarely uniform and the form me&d by the e x p a r f i g soil map lift roads, walls and buildings. Frost heave is pa~ticul~11y damagin.g to highways and sir field pavements w they are generally built directly on the ground. Unequal heaves can crack concrete pavement slabs.. Heave beneath flexible pz,vemen%scauses b u q s and waves on the surface. Small strmtuaa with shallow 1"oundation.sauch s s small bridges, cdv&, walls, 8emr inlets, and light buildicgs often suffer if their foundations are aleeve wili which are subject 4w frost heave, By the rapidly growing need for m e aerodromes and highways during the war year8 and the expansion of civil avidiaai5n is3 tihe following period, research into the methods of soii stabiiimtion and dimevery af new and more &8et%ve stabilizing agents was largely stirnugated by the joint efforts of the scientists and epgineers. The discovery of more powerful stabilising agents has out down proporiionakely the bulk of the material involved and this in turn has i q r o v s d the case of tran,sporta.tion, t Abo& the use of inorganic and organic chemicals like sodium silicahe and ealts of bi and trivalent cations, there is digereme of opinion about their effiwp. They are however satisfactory for deep foundations m d treatment of szrth dams bat unsuccessful for shallow soil stabilization. The more interesting development is in activating bituminous materials and maki~e;them better stabilising agents by adding small amounts of desivatives of rosin, natural and synthetic resins. Injection methods have the advapntage ~f e$ec.tigg stabilidion at . g a t depths for which the usual methods of surface stabilization are not easily applicable. Injection methods we more for reducing pel-meability b adding strength. Injection stabiliztition is-a highly tecka~ll-tyye laf d. An esroellent treaGse on .the .theory and p ~ m t i c ecrf iajection :stthMkatioazh s been pabsished by K@llbru= and Bkttner (5). , D$BZNOE SCIENCf JOURNAL 217 References 1. Alexander Jerome Colloid Chemistry, Theoretical and Applied. Vol. VI. Reinhold Publishing Corp~ration,New York, 1946. Granulax Stabilized Roads. 2. &&way Research Board. Wartime Road Problems No. 5,1943. Use of soil cement mixture^ BOP b a e eorirsw. 3. Highway Research Board. Wartime Road Problems No. 7, 1943. Recent developments in connection with t3ie appli4. Jackson JS. cation of soilmechanics ia practice. J. Soc. Chem. Ind: Transactions and Commun.ication 63, (6) . 1944. Injectio~s-Stabilization and densification of perv. 6. Kollbrunner, C.P., ious soils hsured rock, porous walk, concrete ~ t c . Rlattner C, Report No. 4. Sooieity for Soil Reeeemh and &oil Mechaniw, Zurich, 1941. Uea of m m e i i cement soil in large scale house con6. Mehra, S.R. etruction in East Punjab. Proc. 2nd Int. Cod. on Soil Mech. 6,145 Rotterdam, 1948. The elements of soil mechanics in theory and practice. 7. K. Ll., Nash Constable and Company Ltd., London, 1951. 8. Sowers G.B. and Introdudion to soil mechanics av.d foundations. Sowers C.B. The Maemillan Compibny, New York, 1951. 9. Winterkorn H.F. Oiling of earth roads, application of surfwe chcmi~trg.. Industrial and Esgineering Cbmbtry 26,815419,1934. , 10, Winterkorn, H.F. Surface chemical aspects of the bond ferm&bn between bituminous materials and mineral surfaces. Proc. A. Asph, t a v , Tech. 1936, 79-85. 11. Winterkorn, H.F. Recent developmenti in soil stabilization. Proo. Nonhana. Nat, Bit, Conference 1939, 125-138. 12. W~nterkom,H.F. Bitumin~usk i l Sbabilizaztian T~meaef.Pan Amti eaa Road Congrem Lima, Perm, 1944. 13. Winterkorn H.F., Surface chemical factors of impo&anm in the hardenBibbs H,J., Yehrmac, k g of soils by m e w of portbad c e m n k . Prm. R.G. Highway Research Board 1942, 385-414. Available online at www.sciencedirect.com ScienceDirect Procedia Engineering 161 (2016) 595 – 599 World Multidisciplinary Civil Engineering-Architecture-Urban Planning Symposium 2016, WMCAUS 2016 Stabilization of Clay with Using Waste Beverage Can Hanifi Canakcia,*, Fatih Celika, Mohammed O. A. Bizneb, Media O. A. Biznea a Department of Civil Engineering, University of Gaziantep, Turkey b Department of Civil Engineering, University of Mississippi, USA Abstract This work presents an investigation of the effect of waste aluminum beverage cans strips on strength and swelling properties of lean clay. Waste beverage cans (WBC) were cut into 5 mm strips and mixed with soil in 2, 4, 6, 8, and 10 % (dry weight of soil) before use. Three standard tests were carried on the prepared samples: compaction, free swelling, and California Bering Ratio (CBR). Test results showed that WBC significantly affected the compaction characteristics, swelling and strength properties of the clay. © Published by Elsevier Ltd. This © 2016 2016The TheAuthors. Authors. Published by Elsevier Ltd.is an open access article under the CC BY-NC-ND license (http://creativecommons.org/licenses/by-nc-nd/4.0/). Peer-review under responsibility ofthe organizing committee of WMCAUS 2016. Peer-review under responsibility of the organizing committee of WMCAUS 2016 Keywords: clayey soil, waste beverage can, CBR, stabilization; 1. Introduction In the north of Iraq, many engineering problems were observed in structures, pavements, and slab-on-grade due to the expansive behaviour of clayey soils. This behaviour of clayey soil was one of the most prevalent problems that threaten the stability of structures and highways. Many methods have been used to improve the expansive soils by stabilizing the soil with additives. There are many methods of stabilization, including: Mechanical stabilization: This is the most common type and according to research, most likely the cheapest and simplest method of soil stabilization. Soil could stabilize mechanically by applying dynamic effort to the soil. Applying * Corresponding author. Tel.: +90-342-3172413 E-mail address:canakci@gantep.edu.tr 1877-7058 © 2016 The Authors. Published by Elsevier Ltd. This is an open access article under the CC BY-NC-ND license (http://creativecommons.org/licenses/by-nc-nd/4.0/). Peer-review under responsibility of the organizing committee of WMCAUS 2016 doi:10.1016/j.proeng.2016.08.703 596 Hanifi Canakci et al. / Procedia Engineering 161 (2016) 595 – 599 effort to the soil increases dry density and reduce moisture content thus increase performances of the soil by increasing shear strength. Chemical stabilization: This method involves mixing or injecting the soil with chemically compounds such as Portland cement, lime, fly ash, calcium or sodium chloride or with viscoelastic materials such as bitumen. There are many waste materials that can be used in stabilizing expansive clayey soils such as Jute, Palm fiber, nylon fiber, aluminum residue, iron residue, fly ash, and coal. Recycled waste materials are used to stabilize expansive soils, and it's the most important way to save cost and reduce environmental pollution, which has been attracting more and more attention. These waste materials increase the strength and durability of the soils. Fiber reinforcement was also found to increase the crack reduction significantly due to the increased tensile strength of the soil. The disposal of waste material is one of the biggest challenges for developing countries due to the increase in solid wastes; therefore there must be serious discussions about how to manage this problem. In this study the reused aluminium beverage cans waste materials by dry weight of soil was taken as 2 %, 4 %, 6 %, 8 % and 10 % were taken and mixed with the soil and examine its effect on OMC, MDD , CBR and Swelling properties of soil. Here are some reviews: Mahasneh [1] studied the effect of aluminum residue on the expansive clayey soil and concluded that the addition of aluminum residue and recycled asphalt materials to a silty clay soil with proper compaction would lead to an increase in the bearing capacity and dry density. In addition, an increase in the unconfined shear strength and a decrease in swelling and the shrinkage potential of the silty clay soil were also observed. Hainin et al. [2] investigated the use of steel slag as an aggregate in the design of asphalt concrete for road construction. The best management option for this by-product is recycling. This leads to reduction of landfills reserved for its disposal, saving natural resources and attaining a cleaner environment. The purpose of this paper was to review the engineering properties of steel slag and its utilization for road construction in different ways. Economically the steel slag may be cheaper if utilized in urban roads, but it would be expensive for rural roads due to the transportation fees. Malekzadeh and Bilsel [3] studied the effect of polypropylene fiber reinforcement on the improvement of physical and mechanical properties of clay soils. The sample was obtained from an expansive clay deposit in Famagusta, North Cyprus. The soil specimens were mixed with 0 %, 0.5 %, 0.75 %, and 1 % polypropylene fiber additives. therefore, The results of compaction, unconfined compression, tensile strength and one dimensional swell test on 0 %, 0.5 %, and 1 % fiber were discussed. Despite the difficulties encountered in representative specimen preparation due to random distribution of fiber filaments, it was observed that there is a future prospect in the use of this environmentally friendly additive for soil improvement. Sachin and Ankit [4] studied the influence of brick dust. Brick dust is a waste material that is widely available in large quantity. To resolve the problem of swelling, they replaced the soil with a stabilizing agent that was 50 % of its dry weight. For the analysis of stabilizer effect on soil, a comparison was done of the properties of 100 % black cotton soil and the combination of 50 % clack cotton soil + 50 % brick dust. The comparison included all properties by carrying out a compaction test, aaterberg limit test, and linear and swelling tests on both normal and stabilized soil. The abovementioned tests show a great decrement in soil swelling. Bairagi et al. [5] presented a study that used a Jute fiber. Jute thread was collected from a grain market in Jabalpur India. The length of the jute fiber used in the study was approximately 5 cm with an aspect ratio of 15/20. The study showed a significant decrease in the expansive behavior of clayey soil. A remarkable increase in California bearing ratio was observed; it increased from 1.8 % to 4.1 %, and unconfined compressive strength values increased from 1.09 kg/cm2 to 1.35 kg/cm2. Black cotton soil was blended with jute fibers from 0 % to 5 % by weight of black cotton soil. And the results showed with increasing fibers content swilling reduce enormously. Agarwal, et al. [6] used waste synthetic bag pieces in their study. Synthetic pieces were obtained from waste synthetic cement bags, which are made of strong and flexible cast polypropylene. They found that when waste synthetic bag pieces are mixed with soil, they improve the bearing capacity of soil. Waste synthetic bag pieces of size 2 cm by 2 cm were used at a proportion of 0.1 %. Various tests were carried out to determine the CBR value and other soil properties with and without using admixture and reinforcement. The maximum value of CBR was found to be 23.82 % for 2.5 mm penetration and 22.21 % for 5 mm penetration. Agarwal [7] presented the effect of stone dust, which is a kind of solid waste material that is generated from the stone crushing industry. This material is abundantly available; it is estimated that 15 % to 20 % of each crusher unit’s product is stone dust. Adding 50 % of stone dust is effective in decreasing optimum moisture content of soils, which is advantageous in decreasing quantity of water required during compaction. The study also reveals the fact that with an increase in the percentage of stone dust, maximum dry density (MDD) of the soil increases. Mixing soil with stone dust was also found to improve its CBR. Adding only 30 % of stone dust was found to increase the CBR of soil by nearly 50 %. Utami [8] studied the 597 Hanifi Canakci et al. / Procedia Engineering 161 (2016) 595 – 599 effect of lime addition to the expansive soil. The results showed decreasing in the percentage of lime plasticity (liquid limit, plasticity index). The average CBR value increased for the natural soil to percentages of 5 % and 10 % of lime, while it decreased in 15 % lime. In terms of swelling, after 24 hours immersion 15 % lime showed a 45.28 % increase in swelling compared to normal soil (i.e. 31.67 % to 17.33 %) So, in general, the best place for clay soil stabilization is the Pakuwon area in Indonesia, where the addition of 10 % lime CBR values reduces swelling value.Therefore, in this study the effect of waste aluminum beverage cans strips on strength and swelling properties of lean clay was investigated. 2. The materials used in the study 2.1. Soil used in this study Soil samples were taken from Shoraw site north of Kirkuk Iraq. The soil was taken at a depth of 1 m below ground surface. Index properties of the soil were determined, and the soil classified according to ASTM Standards and AASHTO and presented in the Table.1 Table1. Index properties of the soil used for this study Value Parameters 3 1- Specific gravity g/cm 2- Grain Size Distribution: % Gravel % Sand % Silt and clay % Silt % Clay 3- Atterberg Limits: Liquid limit LL % Plastic limit PL % Plasticity Index PI % 4- OMC Maximum dry density (kN/m3 ) Optimum moisture content in percentage Void ratio at maximum dry density and OMC 5- Classification: ASTM Unified Soil Classification System (USCS) AASHTO Classification System 6- Bearing capacity CBR at (MDD) 7- Free Swellingat(MDD) 8- Unconfined compressive strength (kPa) 2.72 0% 7% 93% 42% 51% 38.64 17.69 20.96 1.89 13% 0.449 lean CL clay A-6 2.7% 4.3% 49 2.2. Used aluminium beverage cans as a waste material Beverage cans waste material is a very light metal, with a specific weight of 2.6 to 2.8 (g/cm3), and 0 % absorption. Aluminium beverage cans are globally produced. The main property of aluminium is high resistance to corrosion. The mechanical and chemical property for uniform aluminium wires (5 mm width and the diameter of the cans length) as shown in Fig.1, and had uniform distribution. Mixing them in certain percentage with clay soil could save money, improve soil properties and making sure that the environment is safer and cleaner. 598 Hanifi Canakci et al. / Procedia Engineering 161 (2016) 595 – 599 Fig.1 Preparation of stabilized material from waste beverage materials. 3. Experimental program In order to determine maximum dry density (MDD) and optimum moisture content (OMC) of unstabilized and stabilized soils, the Moisture-Density test was performed according to AAHSTO T 180/T 99 [9]. The CBR test and swelling test were also performed according to specifications AAHSTO D 1883 [10]. The specific gravity was determined regarding on ASTM D854 [11]. The Sieve and Hydrometer Analysis is based on ASTM D 422-63 [12]. 4. Test Results and Discussions 4.1. Effect of aluminium waste material in soils on maximum dry density and optimum moisture content (a) (b) Fig. 2. (a) Maximum dry density versus Aluminum, (b) Optimum moisture content versus Aluminum. The MDD of soil was 1.89 g/cm³ for non-reinforced soil; however, results show MDD was 1.94 g/cm3 when adding 10 % aluminum Fig.2(a). On the other hand, results from same test shows optimum moisture content (OMC) being 13 % for non-reinforced soil; however, OMC was 9 % for reinforced soil with 10 % aluminum Fig.2(b). 4.2. Effect of aluminium waste material on CBR and swelling value CBR values shows 2.7 % with 0 % aluminium content; however, CBR is 10.1 % at 8 % aluminium content and then decreases to 10 at 10 % of aluminum waste materials as shown in Fig.3(a). Also the natural soil free swelling is 4.3 % while enormous improvement values are noticed with increased aluminium percentages in the mixture after curing for 4 days. The results shows decrease potential swelling to 1.8 % at 10 % mixing aluminium content to the expansive Hanifi Canakci et al. / Procedia Engineering 161 (2016) 595 – 599 599 soil. Fig.3(b) shows the effect of aluminium beverage cans waste on free swelling. (a) (b) Fig. 3.(a) CBR value% versus Aluminum, (b) Swelling versus Aluminum. 5. Conclusions Based on the experimental results, it can be concluded that. Adding aluminum beverage cans to the expansive soil increase MDD; therefore less effort could be considered during compaction and stabilizing expansive soil. Adding aluminum beverage cans to the expansive soil decrees OMC; therefore for specific project with low water content the stabilized expansive soil with aluminum could be recommended. Stabilizing expansive soil with aluminium beverage cans could be considered environment friendly way because no manufacturing is used with this technic Adding aluminium with 6% of dry mass considered the effective percentage of aluminium could be used to get best CBR improvement. References [1] B.Z. Mahasneh, Assessment of using Cement, Dead Sea Sand and Oil Shale in Treating Soft Clay Soil, European Journal of Scientific Research, 2015, 128(4):245-255. [2] M. R. Hainin, M. M. A. Aziz, Z. Ali, R. P. Jaya, M. M. El-Sergany, H. Yaacob, Steel Slag as a Road Construction Material,JurnalTeknologi, 2015, 73(4): 33-38. [3]M. Malekzadeh, H. Bilsel, Effect of polypropylene fiber on mechanical behavior of expansive soils, EJGE, 2012, 17: 55-63. [4] N.B. Sachin, J.P. Ankit, Analysis of Swelling and Shrinkage Properties of Expansive Soil using Brick Dust as a Stabilizer, International Journal of Emerging Technology and Advanced Engineering, 2014, 4(12): 303-308. [5] H. Bairagi, R. Yadav, R. Jain, Effect of Jute Fibers on Engineering characteristics of Black Cotton Soil, Ratio, 15, 20 International Journal of Enginerring Science and Research Technology, 2014, ISSN: 2277-9655. [6] A. K. Agarwal, V. Rajurkar, P. Mokadam, Effect of waste synthetic bag pieces on the CBR value of expansive soil, Journal of Materials and Engineering Structures, 2015, 2(1), 26-32. [7] N. Agarwal, Effect of Stone Dust on Some Geotechnical properties Of Soil, IOSR Journal of Mechanical and Civil Engineering, 2015,12(1):6164. [8] G. S. Utami, Clay soil stabilization with lime effect the value CBR and swelling, ARPN Journal of Engineering and Applied Sciences, 2014, 9(10):1744-1748. [9] AASHTO Designation: T180-2010. T99-2010 for determined maximum dry density (MDD) and optimum moister content (OMC). [10] AASTO Designation: D 1883-2005 for the CBR test and Swelling test. [11]ASTM D 854 for the specific gravity is determined by Water Pycnometer. [12] ASTM D 422-63 for the Sieve and Hydrometer Analysis.pplied Sciences, 9(10):1744-1748. © 2017 IJEDR | Volume 5, Issue 3 | ISSN: 2321-9939 Stabilization of soil by using solid waste – A Review 1 Dinesh.A, 2Gokilavani.S, 3Ramya.G 1 Assistant professor, 2Student, 3Student, Department of Civil Engineering, Sri Ramakrishna Engineering College, Coimbatore, India. ________________________________________________________________________________________________________ Abstract - Black cotton soil which is one of the major soil deposits in India becomes highly problematic because of its property of higher degree of swelling and shrinkage. These soils are used in subgrade of pavement and also in construction of structures. Hence in order to improve the properties of such soils many methods are available like soil stabilization, soil replacement, moisture control, prewetting etc. In recent years, soil stabilization by using various minerals like quarry dust, saw dust, copper dust and fly ash were most commonly used. These solid wastes are day by day increasing in India, which is not environmental friendly hence they have to be recycled. Thus, a review is presented to make use of those wastes in soil stabilization. In this paper, the study mainly focusses on stabilization of soil using solid waste. To understand the performance of stabilized soil, its properties like Atterberg limits, compaction characteristics, swelling, shear strength, CBR value and other Index & Engineering properties were discussed. Keywords: Soil stabilization, Solid waste, CBR, Index & Engineering properties. ________________________________________________________________________________________________________ I. INTRODUCTION Black cotton soils are inorganic clay of medium to high compressibility and form a major soil group of India. The black colour in black cotton soil is due to the presence of Titanium oxide in small concentration. The Black cotton soil has a percentage of clay which is predominantly montmorillonite structures and black or blackish grey in colour. They are characterized by high shrinkage, low bearing capacity and swelling properties. Because of these properties, the Black cotton soil has been challenge to the high way engineers. Black cotton soils are very hard when it dry but loses its strength completely when it wet condition. Soft clays, expensive soils, weak soils, sand and organic deposits are unsuitable for all construction work due to bare engineering properties. Soil stabilization improves the engineering properties of soils and thus making it more stable. It is essential when the soil accessible for construction is not suitable for the anticipated purpose. The term stabilization is generally restricted to the process which alter the soil material itself for improvement of is properties a solid wastes or chemicals are added to a natural soil for the purpose of stabilization. The use of by-product materials to improve the soil properties varies with economic, environmental and technical points. In this study, the solid wastes such as fly ash, copper slag, saw dust ash, paper sludge, quarry dust, stone dust, steel slag and brick dust are utilized as cementitious material to stabilization the Black cotton soil. II. REVIEW OF LITERATURE Prof. Ranjendra kumar (2017) [1] had studied about the Black cotton soil blended with copper slag and fly-ash which are added in different percentages. The soil properties like liquid limit, plastic limit, plasticity index, free swell, compaction test and CBR (unsoaked) were determined. The results indicated that the dry density, CBR values were improved and swelling was reduced due to addition of copper slag 30% and fly ash 10% (% by weight of soil) in the soil. Prof. Ramesh babu (2017) [2] had investigated about the behaviour of black cotton soil with addition of copper slag and steel slag. The soil samples are tested by compaction test, unconfined compression test and CBR. It is concluded that CBR, optimum moisture content, maximum dry density and shear strength are increased when the soil is added with 20% of copper slag and steel slag. Prof. Wajid Ali Butt (2016) [3] had investigated about the Strength Behaviour of Clayey soil stabilized with sawdust ash. The soil properties were determined by computing the Liquid limit, plastic limit, plasticity index, specific gravity, UCC and CBR. He observed that the property of soil showed an acceptable value up to 4% replacement of sawdust ash. He had discovered that sawdust ash acceptably act as a cheap stabilizing material for road pavement. Prof. Tiza Michael (2016) [4] had reviewed about the stabilization using industrial solid wastes. In this paper, he studied about the replacement of different materials such as Red mud, copper slag, brick dust, polyvinyl waste, ceramic dust, sawdust and fly ash. The soil samples were tested by Atterberg limits, CBR and compaction test. He had concluded that almost all the industrial wastes have the ability to improve the expansive soil with less cost compared to conventional soil. IJEDR1703175 International Journal of Engineering Development and Research (www.ijedr.org) 1212 © 2017 IJEDR | Volume 5, Issue 3 | ISSN: 2321-9939 Prof. Ravi (2016) [5] had studied about the characteristics of clay soil by using copper slag stabilization. In this paper, he tested the CBR and Max density, OMD relationship. He observed higher CBR values in 30% replacement of copper slag and this was also served as good conformity for the flexible pavement with simultaneous reduction in the sub base course thickness. He finally concluded that the addition of 30% copper slag with 70% BC soil was the suitable stabilization ratio which increased all characteristics of sub grade requirements. Prof. Paliwal (2016) [6] had experimentally studied about the stabilization of sub grade soil by using foundry sand waste. In this paper he tested various properties like liquid limit, plastic limit, plasticity index, Standard proctor test, CBR and Direct shear test. He concluded that the CBR value and angle of internal friction of soil was improved with addition of 20% foundry dust. He also concluded that OMC shows a lower value for 10% replacement of foundry waste. Prof. Summaya (2016) [7] had studied about the soil stabilization using tile waste. In this paper, tests were conducted on UCC, CBR, liquid limit, plastic limit, compaction test and shrinkage limit. She concluded that there was reduction in value of liquid limit, plastic limit and OMC and increase in the value of shrinkage limit, MDD, UCC, CBR on addition of tile waste up to 30%. Prof. Mohammed (2015) [8] had investigated about the improvement in soil properties of Expansive soil by using copper slag. The soil properties like Grain size analysis, liquid limit, plastic limit, plasticity index, compaction test, direct shear test and CBR were determined. He concluded that copper slag 40% and Black cotton soil 60% was optimum and it showed the increase in value of specific gravity and CBR. He finally concluded that such soil can be effectively used in road embankment sub base and sub grade. Prof. Ravi Shanker Mishra (2015) [9] had studied about the stabilization of black cotton soil by use of Fly ash, Ferric chloride and Stone dust. The soil samples were tested for liquid limit, plastic limit, OMC with Maximum dry density and CBR. He concluded that the liquid limit, plastic limit, Maximum dry density and CBR values are increased due to the adding of Ferric chloride 2.5%, fly ash 15% and stone dust 25%. The results indicated the improvement in soil properties and reduction in pavement thickness on road construction. Prof. Jinka chandrshekher (2015) [10] had reviewed utilization of waste material “copper slag” in geotechnical applications The soil sample was tested for specific gravity, grain size distribution, free swell index, compaction factor and CBR. The results were observed for 60% copper slag and 40% black cotton and it was concluded that the sub grade, sub base and engineering behaviour of soil was improved. And also the embankment construction, land reclamation of soil conditions was increased. Prof. Jayapal (2014) [11] had discussed about the comparison of different admixtures using weak soil stabilization. In this paper, admixtures such as quarry dust, fly ash and lime were compared. The tests such as liquid limit, plastic limit, modified proctor compaction, sieve analysis, differential free swell and CBR were conducted. He concluded that the addition of quarry dust, lime and fly ash had not prevented the swelling nature. He also concluded that there was increase in the CBR value with the partial replacement of 20% quarry dust which in turn reduced the pavement thickness of road construction. Prof. George Rowland Otoko (2014) [12] had investigated about the stabilization of Nigerian Deltaic Laterites with saw dust ash. The soil properties were identified by conducting tests of liquid limit, plastic limit, shrinkage limit, free swell index, plasticity index, MDD with OMC, UCC and CBR. He finally concluded that physical properties and engineering characteristics of Nigerian deltaic laterites were improved with addition of 4% of saw dust ash, and there was also increase in 14% of CBR and UCC values. He also concluded that there was reduction in cost of construction because of the use of solid waste. Prof. Tushal Baraskar (2014) [13] had studied about california bearing ratio of Black cotton soil. He partially replaced the soil with waste copper slag in various percentages. He conducted various tests such as grain sieve analysis, compaction characteristics and CBR. He concluded that the maximum CBR value is obtained in black cotton soil with 28% replacement of copper slag. He also concluded that such soils can be effectively used as the sub base layer of road pavement. Prof. Karthick (2014) [14] had studied about the soil stabilization by partially replacing red soil with Fly Ash. He conducted various tests such as CBR, specific gravity, MDD with OMC, UCC, liquid limit and plastic limit. He finally concluded that 9% partial replacement of fly ash in the soil results in improved properties and he also said that those soils showed good bearing capacity. Prof. Brajesh Mishra (2014) [15] had investigated about the engineering behaviour of black cotton soil and its stabilization by use of lime. The tests were conducted for properties like atterberg limit, CBR value, free swell index and compaction factor. He finally concluded that 5% partial replacement of soil with lime is optimum to stabilize the black cotton soil. He concluded that 5% partial replacement of fly-ash resulted in reduced liquid limit (15.27%) and swelling and it also increased the CBR values. Prof. Dr. Gundaliya (2013) [16] had studied about the black cotton soil characteristics with partial replacement of cement waste dust and lime. He computed the behaviour of those soils with various tests such as liquid limit, plastic limits and UCC. The IJEDR1703175 International Journal of Engineering Development and Research (www.ijedr.org) 1213 © 2017 IJEDR | Volume 5, Issue 3 | ISSN: 2321-9939 results concluded that cement dust acted as a good stabilizing agent for Black cotton soil. He also concluded that compressive strength was improved with partial replacement of cement with soil. He finally concluded that partial replacement with cement dust only shows improved performance compared to lime and cement dust + lime. Prof. Monica Malhotra (2013) [17] had investigated about stabilization of expansive soils by using low cost materials. In this paper fly-ash and lime were added as stabilizing agents with varying percentages. He had conducted various tests like liquid limit, free swell index and standard proctor test. He finally concluded that partial replacement of soil with both lime and fly-ash showed a considerable increase in properties like unequal settlement. He also concluded that shrinkage and swelling characteristics of the soil was reduced. Prof. Lavanya (2011) [18] had studied about utilization of copper slag in geotechnical applications. In this paper, she investigated about the Index properties, free swell index, compaction properties, CBR and UCC. She concluded that the partial replacement of copper slag from 30% to 50% with black cotton soils, considerably showed the increase in properties of the soil. She also concluded that partial replacement of copper slag with black cotton soil resulted in utilization of such soils in sub grade, sub base and embankment of roads and it was also improved the sub grade soil condition. Prof. Arpita V Patel (2011) [19] had investigated about the geotechnical properties of black cotton soil which are contaminated by castor oil and stabilized by saw dust. Several Tests were conducted like specific gravity, Atterberg limits, MDD with OMC, CBR (soaked and unsoaked) and UCC. He discussed about the index and engineering properties of contaminated black cotton soil. Then he discussed, that the results were increased with 7.5% partial replacement of saw dust in contaminated black cotton soil. He finally concluded that though soils were contaminated using castor oil, its properties were improved when sawdust was added upto 10% to the soil. Prof. Dr.Robert M. Brooks (2009) [20] had studied about the soil stabilization using fly ash and rice husk ash. He had conducted tests such as Compaction test, UCS, CBR and free swell index. The test results concluded that, by increasing rice husk ash to the soil results in increase of CBR value, UCS and swell deduction. With increased fly ash content, there was an increase in the stress strain behaviour of confined compressive strength. He concluded that optimum fly ash and rice husk ash content was found to be 25% and 12% respectively. He also concluded those soils can be highly recommended for strengthening the sub grade of expansive soil. III. CONCLUSION Stabilization of soil had become the most unavoidable one because it simultaneous possessed two advantages, first it increased the properties of the soil and also it reduced the industrial wastes dumped into the cultivable land. The advantage of soil stabilization using industrial waste was become desirable all over the world. Twenty review papers on the stabilization of soil using industrial waste products were discussed. From the review it was concluded that industrial wastes can be effectively used as replacement material in the stabilization of soil. It also clearly showed that each industrial waste exhibited their own characteristics and modified the index and engineering properties of the soil. These modifications of properties make the stabilized soil as efficient material in the construction of structures. REFERENCES [1] E. Ravi, R. Udhayasakthi, T. Senthil Vadivel, “Enhancing the Clay Soil Characteristics using Copper slag Stabiliation”,Journal of Advances in Chemistry, Vol.12, Issue No. 26, December 2016. [2] Monica Malhotra, Sanjeev Naval, “Stabilization of Expansive Soils Using Low Cost Materials” International Journal of Engineering and Innovative Technology, , Vol. 02, Issue No. 11, May 2013. [3] Mohammed A. Qureshi, Hevin M. Mistry, Vikas D. Patel,“Improvement in Soil Properties of Expansive Soil by Using Copper Slag”, International journal of Advance Research in Engineering in Science and Technology, Vol.2, Issue No.07, July 2015. [4] Brajesh Mishra, ravi Shanker Mishra, “A Study on Stabilization of Black Cotton Soil Use of Fly Ash, ferric Chloride and Stone Dust”, International Journal of Engineering and Science, Vol.5, Issue No. 10, PP- 20-25, October 2015. [5] Jink chandrshekhar, Timir A Chokshi, “A Review on Utilization of Waste Material Copper Slag in Geotechnical Applications”, International Journal for Innovative Research in Science and Technology, Vol. 1, Issue No.12, May 2015. [6] Jayapal, S.Boobathiraja, M.Samuel Thanaraj, K.Priyadharshini, “Weak soil stabilization using different admixtures A comparative study”, International Journal of engineering research and technology, Vol 3, Issue No.10, October 2014. IJEDR1703175 International Journal of Engineering Development and Research (www.ijedr.org) 1214 © 2017 IJEDR | Volume 5, Issue 3 | ISSN: 2321-9939 [7] George Rowland otoko, Braide K. Honest, “Stabilization of Nigerian deltaic laterites with saw dust ash”, International Journal of scientific research and management, Vol 2, Issue No.8, August 2014. [8] Tushal baraskar, S.K Ahirwar, “Study on California bearing ratio of black cotton soil use waste copper slag’, International Journal of structural and civil engineering research”, Vol.3, Issue no.4, November 2014. [9] Karthik.S, Ashok Kumar. E, Gwtham. P, Elango. G, Gokul. D, Thangaraj. S, “Soil Stabilization by Using Fly Ash”, IOSR Journal of Mechanical and Civil Engineering, Vol. 10, Issue No.6, Jan 2014, PP 20-24 [10] K.P. Summaya, Mohammed Refeequedheen. K, Sameer V.T, Firoz, Khais .P.T, Jithin. K, “Stabilization of expansive soil Treated with Tile Waste”, International Journal of Civil Engineering, Vol. 3, Issue No. 03, March 2016. [11] P. Rajendra Kumar, P. Suresh Praveen Kumar, G. Maheswari, “Laboratory Study of Black Cotton Soil Blended with Copper Slag and Fly Ash”, International Journal of Innovative Research in Science, Issue No.2, February 2017. [12] Monica Malhotra, Sanjeev Naval, “Stabilization of Expansive Soils Using Low Cost Materials” International Journal of Engineering and Innovative Technology, Vol. 02, Issue No. 11, May 2013. [13] Dr. Ronert M. Brooks, “Soil Stabilization with Fly Ash and Rice Husk Ash”, International Journal of Research and Reviews in Applied Science, Vol. 01, Issue No. 3, December 2009. [14] A. Mohan chand, V Ramesh babu, B. Ramesh babu, K. Niveditha, “Behaviour of Black Cotton Soil with Addition of Copper Slag and Steel Slag”, International Research Journal of Engineering and Technology, Issue No. 01, Jan-2017. [15] Wajid Ali Butt, Karan Gupta, J.N Jha, “Strength behaviour of Clayey soil Stabilized with Saw Dust Ash”, International Journal of Geo-Engineering, Issue No. 21 October – 2016 [16] Prashant Kumar, M.C. Paliwal, A.K. Jain,“Stabilization of Sub Grade Soil by using Foundry Sand Waste”, International Journal of Engineering Science and Research Technology, September 2016. IJEDR1703175 International Journal of Engineering Development and Research (www.ijedr.org) 1215
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