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Triaxial Behaviour of Stabilized Soil by Quarry Dust

Triaxial Behaviour of Stabilized Soil by Quarry Dust

O.Arun Kumar et.al (ISSN 2319-5347, volume 03. no.01, Jan 2014) presented a paper in the topic of “Soft Subgrade Stabilization with Quarry dust on Industrial waste”. In this study, they conducted various experiments on the sample blended with waste material (i.e.) quarry dust at different percentage to determine the index and engineering properties of the soil. It is interested to note that the quarry dust has various effect on the properties of stabilized soil. They concluded that the addiction of quarry dust to soil decreases the liquid limit, plasticity index, optimum moisture content and increases the maximum dry density. He identified that addition of quarry dust yield high CBR value. It is interested to investigate the brittle behaviour of cemented soils was more obvious in drained condition than in undrained state. They concluded the failure envelopes were not curved for the studied soil. Moreover, the failure envelopes of drained tests were lower than those of undrained ones.

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Effects of Waste Plastic on Cement Stabilized Soil

Effects of Waste Plastic on Cement Stabilized Soil

Expansive soils in India popularly known as black cotton soils are among the problem soils from the point of view of civil engineering. The basic mineralogical composition is very important of the different factors affecting the soil's swelling behaviors. Most of the expansive soil is rich in mineral, montmorillonite, and some in illite. The soil's most important characteristics are that it shrinks when dry and is hard and has very high bearing capacity. Large cracks form in the soil, but expand when the soil is moist and loses capacity

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Ultrasonic Pulse Velocity Assessment of Cement Stabilized Soil

Ultrasonic Pulse Velocity Assessment of Cement Stabilized Soil

Black cotton soil which is one of the major soil deposits which accounts for more than 50% of soil in India and is highly problematic because of its property of higher degree of swelling and shrinkage. These soils are used in sub grade 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 etc. In recent years, soil stabilization by using various minerals like quarry dust, saw dust, copper dust, cement and fly ash were most commonly used. In the present study cement is used as admixture and NDT was performed on clayey soil compacted by rolling compactor cum rut analyzer. The experiment was conducted with varying proportions of cement and the relation between maximum dry density, moisture content, pulse velocity etc were determined. lab test specimens were prepared and wave velocity was measured for each of the compacted stabilized specimen. in this paper the Maximum dry density of the soil is related with the obtained velocity and thus real time density is obtained in field by simple ultrasonic pulse velocity test.

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EFFECT OF BIOPOLYMER ON THE SHEAR STRENGTH OF GRANULAR SOIL USED IN HIGHWAYS

EFFECT OF BIOPOLYMER ON THE SHEAR STRENGTH OF GRANULAR SOIL USED IN HIGHWAYS

Dry density reduces with increase of % tyre waste, however, there is no significant change in OMC. This could be due to light weight nature of tyre waste. Tyre waste material mixed with soil showed improvement in CBR value with its addition up to 2% and there onwards decreased with further increase in tyre content in unsoaked/soaked condition. Hence the optimum value of waste tyre content is 2% in unsoaked and soaked conditions. Max. CBR values are 13.21 % and 12.31 % for unsoaked and soaked condition. As per AASHTO standards the CBR values for sub grade soils lies in the range of 10% to 25 %. The percentage improvement in CBR value of stabilized soil is 21% in unsoaked condition and 22% in soaked condition. An increase in CBR value can significantly reduce the total thickness of the pavement and hence the total cost involved in the project.

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Effect of Iron Dust on Lime Stabilized CL Soil

Effect of Iron Dust on Lime Stabilized CL Soil

covers almost all regions in India. Soils with poor or inadequate engineering properties were usually removed and replaced or design would be changed to suit the weak soil. This would often be expensive and time consuming. In this context, soil stabilization is an attractive alternative for its simplicity and economy. Cost can be minimized by replacing certain portion with industrial wastes. Soil stabilization using industrial waste materials has become trendy from the point of view of environment and economy. Use of industrial solid wastes in geotechnical fill applications can be an effective avenue for waste management purposes. The current study is to improve various engineering properties of the lime stabilized CL soil by using waste material Iron dust. Iron dust which is mixed with lime stabilized soil at different percentage (0%, 2, 4, 6 and 8%) by weight of soil. The use of lime and Iron dust may serve as an effective and efficient way to stabilize the soil and minimize disposal problem caused by the waste materials.

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CORRELATION BETWEEN STABILIZED PLASTIC SOIL PROPERTIES AND STABILIZER CONTENT

CORRELATION BETWEEN STABILIZED PLASTIC SOIL PROPERTIES AND STABILIZER CONTENT

The effects of fly ash on stabilized soil properties treated with 3% lime and on soil treated with 5% lime are shown in Table (3). It can be noted that for both stabilized soils taken from different studies and from different soil origins, the fly ash increasing the optimum moisture content and decreasing the maximum dry density. This is given for fly ash percentages of 5%, 10%, 15%, 20% and 25%.

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Effect of using cement admixed with rubber chips on the undrained shear strength of soft soil

Effect of using cement admixed with rubber chips on the undrained shear strength of soft soil

The addition of rubber chips played an important role in the development of undrained shear strength parameters C and φ of cement admixed with rubber chips for soft soil. Table 3 showed the variation in the cohesion and angle of internal friction of natural soil and stabilized soil with different amount of rubber chips for different curing period and Figure 4 and 5 summarized the table. It is observed that for every curing period, the value of cohesion increases while increasing the amount of rubber chips. The highest value of cohesion obtained was 0.70 kN/m 2 at 15% rubber mixture and 7 days curing which is 0.64 kN/m 2

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Expansive clayey soil improvement using 
		polyethylene high density polymer

Expansive clayey soil improvement using polyethylene high density polymer

Liquid limit tests are carried out using the Casagrande method according to [6] and then the plastic limits were obtained for the soil samples. In Table-4 it can be noticed thatthe liquid limit (LL) values decreased due to the addition of PEHD and the lowest value occurs in the percentage of 6%, after this percentage it begins to slightly increase, this may be attributed to the activity of polyethylene polymer which may become more active at this percentage of PEHD and from the results it has been indicated that plasticity index (PI) decreased with increasing PEHD content, while plastic limit (PL) increases with increasing amount of PEHD polymer. The maximum increase in plastic limit and decrease in plasticity index is found with the addition of 12% PEHD these additions increased the plastic limit (PL) by 47.4% and (PI) by 28.6% as shown in Table-4. Figure-2 shows the effect of PEHD polymer on plasticity index of stabilized soil.

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Effect of Iron Dust on Lime Stabilized CL Soil

Effect of Iron Dust on Lime Stabilized CL Soil

covers almost all regions in India. Soils with poor or inadequate engineering properties were usually removed and replaced or design would be changed to suit the weak soil. This would often be expensive and time consuming. In this context, soil stabilization is an attractive alternative for its simplicity and economy. Cost can be minimized by replacing certain portion with industrial wastes. Soil stabilization using industrial waste materials has become trendy from the point of view of environment and economy. Use of industrial solid wastes in geotechnical fill applications can be an effective avenue for waste management purposes. The current study is to improve various engineering properties of the lime stabilized CL soil by using waste material Iron dust. Iron dust which is mixed with lime stabilized soil at different percentage (0%, 2, 4, 6 and 8%) by weight of soil. The use of lime and Iron dust may serve as an effective and efficient way to stabilize the soil and minimize disposal problem caused by the waste materials.

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An Experimental Study of Black Cotton Soil Stabilized with Lime

An Experimental Study of Black Cotton Soil Stabilized with Lime

The plastic limit of a soil is the moisture content, expressed as a percentage of the weight of the oven-dry soil, at the boundary between the plastic and semisolid states of consistency. It is the moisture content at which a soil will just begin to crumble when rolled into a thread ⅛ in. (3 mm) in diameter using a ground glass plate or other acceptable surface.

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Stabilization of a GGBS Treated BC Soil using Iron Powder

Stabilization of a GGBS Treated BC Soil using Iron Powder

Phanikumar and Sharma et. Al,(2004),Studied the effect of fly ash on engineering properties of expansive soil through an experimental programme. The effect on parameters like free swell index (FSI), swell potential, swelling pressure, plasticity, compaction, strength and hydraulic conductivity of expansive soil was studied. The ash blended expansive soil with fly ash contents of 0, 5, 10,15 and 20% on a dry weight basis and they inferred that increase in fly ash content reduces plasticity characteristics and the FSI was reduced by about 50% by the addition of 20% fly ash.

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Technical Feasibility of Using Construction Waste (Sand Fraction) as Stabilizing Agent in Sinop City (Brazil) Soil

Technical Feasibility of Using Construction Waste (Sand Fraction) as Stabilizing Agent in Sinop City (Brazil) Soil

Demographic growth of cities requires greater investment in urban infrastructure. One of the main investments is paving, which brings better quality of life and benefits to the population. The costs of urban paving are high due to the need for large-scale extraction of granular material to be applied to paving layers, for example. These layers are thicker and more expensive as the bearing capacity of the subgrade soil is worse.

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Stabilization of a GGBS Treated BC Soil using Iron Powder

Stabilization of a GGBS Treated BC Soil using Iron Powder

The Black Cotton Soils cover about 20% of land area in India and are predominantly located in the Deccan trap covering the states of Maharashtra, Gujarat, Madhya Pradesh, Karnataka, Andhra Pradesh, Tamil Nadu, Uttar Pradesh and Rajasthan. It is also called as Regur or black soil. Most Indian Black Cotton soils are rich in Montmorillonite, a type of clay mineral. This mineral is responsible for swell-shrink behavior of the soil. Hence it is interesting to study the disparity in the behavior of Black Cotton soil containing Montmorillonite with respect to Black Cotton soil containing interstratified mineral. Black cotton soil is produced geologically by the disintegration of volcanic rock and is very rich loamy earth of great fertility and unusually power of retaining moisture. The soil varies in color from grey to deep black. In the beginning it was considered that black color was due to the presence of humidified organic matter. Subsequent work has however, shown that the color is due to small concentration of titanium oxide. Black cotton soils exhibit high swelling and shrinkage when exposed to changes in moisture content and hence have been found to be most troublesome from engineering considerations. One day they are dry and hard, and the next day wet and soft.

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Effectiveness of Sugarcane Bagasse Ash (SCBA) as partial cement replacement in peat stabilization

Effectiveness of Sugarcane Bagasse Ash (SCBA) as partial cement replacement in peat stabilization

The use of cement is not given much attention in the stabilization of organic soils because evasion is often become the first choice rather than build up any infrastructure on these problematic ground. However, over the past few years, there are researchers who began to observe the ability of the cement in the stabilization of organic soil 6-12) . It is well recognized that organic soils can retard or prevent the proper hydration of binders such as cement in binder-soil mixtures 9) . Due to high organic content and less solid particles in peat soil, cement alone is insufficient as a chemical admixture for peat stabilization. That means unless a large quantity of cement is mixed with the soil to neutralize the acids, the process of the soil stabilization remains retarded. However, adding a large quantity of cement into the peat is definitely an unfriendly and uneconomical solution to deep peat ground improvement considering the fact that the peat ground is covers a wide area, and the rising cost of cement and its transportation to the site 13) . Cement is responsible for about 5%–8% of global CO 2 emissions and expected to grow 0.8 to 1.2% per year until may reach 4.4 billion

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An Efficient and Stabilization of Lithomargic Soil Using alkali activated Fly ash

An Efficient and Stabilization of Lithomargic Soil Using alkali activated Fly ash

Srivastava et al. (1997) studied the change in microstructure and fabric of expansive soil due to additionof fly ash and lime sludge from SEM photograph andfound changes in micro structure and fabric when16% fly ash and 16% lime sludge were added toexpansive soil. Srivastava et al. (1999) have alsodescribed the results of experiments carried out tostudy the consolidation and swelling behavior ofexpansive soil stabilized with lime sludge and fly ashand the best stabilizing effect was obtained with 16%of fly ash and 16% of lime sludge.

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Lateritic soil stabilization by using roadpacker plus

Lateritic soil stabilization by using roadpacker plus

Alternative ways to deal with lateritic soil included attempts to dry and compact the soil, adding geosynthetic material into the soil or adding chemical stabilizer such as lime, cement, polymer. Chemical stabilizer such as cement, lime, or bitumen treatment is effective in soil treatment, but this research focus on the efficiency and performance o f RoadPacker Plus soil stabilizer to treat the lateritic soil by conducting laboratory tests.

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A STUDY ON DESIGN OF SOIL CEMENT ROAD

A STUDY ON DESIGN OF SOIL CEMENT ROAD

For cement stabilization plasticity index of sol should be less than 20 as per Indian standards specified in IRC SP 89-2010 and the results are appropriate. As the plasticity index for the soil we had taken is 5.24%. Also as per IRC the uniformity coefficient of soil used should be greater than 10 and the sample taken have a uniformity coefficient of 11.62%.

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Study Of Strength Characteristics Of Cement Stabilized Gravelly Soil

Study Of Strength Characteristics Of Cement Stabilized Gravelly Soil

© 2017, IRJET | Impact Factor value: 5.181 | ISO 9001:2008 Certified Journal | Page 509 It can be seen from Table 3 that the values of M.D.D values of Cement Stabilized Well graded gravel increased with increase in percentage of cement addition. However, the increment is marginal. The increased MDD values are due to filling up of voids in soil by cement. The optimum moisture content is also increased with increasing cement content under study. It is attributed to increasing the specific surface area of cement content.

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Stabilization of Earthwork by Introducing Reinforcing Additives When Mixing Soil

Stabilization of Earthwork by Introducing Reinforcing Additives When Mixing Soil

Methods of earthwork stabilization by introducing reinforcing additives when mixing soil are given. Stabilization is provided in areas with deformations of embankment slopes on a firm footing and of recesses, embankment footings on swamps and weak soils and on thawing permafrost soils. Deep soil reinforcement by columns is provided within karst-hazardous areas, in places of settling above mines, in areas with soil protrusion in recesses and in areas of long-term embankment settling in approaches to bridges and culverts. Stabilization is done in a mechanized way. The characteristics of the units for deep wet and dry mixing are given. Cement, lime, and other materials are used as binders. Stabilized areas are explored using the geophysical methods of ground penetrating radar and DPT in a differentiate manner by types of deformations and earthwork defects. Methods of calculation of stabilization structures are given.

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Stabilization of Black Cotton Soil Using Blast Furnace Slag - A review

Stabilization of Black Cotton Soil Using Blast Furnace Slag - A review

Infrastructure projects such as highways, railways, water reservoirs, reclamation etc require earth materials in very large quantity. In urban areas, burrow earth is not easily available which has to be hauled from a long distance. Very often, large areas are covered with highly plastic and expansive soil, which is not suitable for any construction activity. The present investigation aims at improving the geo technical properties of Natural black cotton soil. The soil was excavated from a depth of 2.0 m from the natural ground level. The soil is dark grey to black in color with high clay content.

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