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@IJRTER-2016, All Rights Reserved 318
STABILIZATION OF SOIL REINFORCED WITH QUARRY DUST
Prof. Vinod Sonthwal1, Er. Gaurav Soni2 1Associate Professor,Civil Engineering Department, NITTR Chandigarh
2M.Tech. Student, NITTTR Chandigarh
Abstract : The paper explore the feasibility of using quarry dust to investigate the possibility of
stabilization of soil using quarry dust. Soil stabilization incorporates the various methods employed
for modifying the properties of a soil to improve its engineering performance. It involves the use of
soil, soil minerals and stabilizing agent or binders to improve its geotechnical properties such as
compressibility, strength, permeability and durability.In the present investiagtiom the extensive
laboratory testing was carried out on clayey soil and on clayey soil reinforced with quarry dust.
Modified Proctor’s test was carried out on plane soil and soil mixed with different percentage of quarry
dust and the optimum percentage of quarry dust is obtained.
Keywords – Atterberg Limits, Optimum Moisture Content and Dry Density
I. INTRODUCTION Natural soil is a complex and variable material. The properties of soil varies from one place to other
but also at the place with depth and with a change in the environmental, loading and drainage
conditions. The properties of a soil depend not only on its type but also on the conditions under which
it exists.
Soil stabilization aims at improving soil strength and increased resistance to softening by water through
bonding the soil particles together, water proofing the particles or combination of the two processes.
The simplest stabilization processes are compaction and drainage which improve inherent shear
strength of soil. The other process is by improving gradation of particle size and further improvement
can be achieved by mixing weak soils with binders which can be mechanical stabilization, stabilization
with cement, lime, bitumen and chemicals etc. Most of stabilization has to be undertaken in soft soils
(silty, clayey peat or organic soils) in order to achieve desirable engineering properties.
Quarry fines and waste are the byproduct of the extraction and processing of aggregates. They form a
significant proportion of current quarry output. In India Annual production of quarry waste is 20 MT.
The size of quarry waste is below than 90 micron. They are defined as waste because no market
currently exists for them, but unlike much other waste they are inert and non-hazardous. A material
that may be classifies as quarry waste includes overburden (although this is frequently used in
restoration) and interburden (material of limited value that occurs above or between layers of economic
aggregate material) and processing waste (non marketable mostly fine grained material from crushing
and other processing activities. Figure 1 represents the quarry waste at the site.
With the rise in development of countries the rate of production of wastes has increased tremendously
in almost all parts of the world in the past few decades. Disposal of such wastes poses lots of
geoenvironmental problems such as landfill disposal problems, health and environmental hazards.
International Journal of Recent Trends in Engineering & Research (IJRTER) Volume 02, Issue 9; September - 2016 [ISSN: 2455-1457]
@IJRTER-2016, All Rights Reserved 319
Figure 1: Quarry Waste at Site
In order to eliminate the negative effect of these waste materials it can dispose proper and safe
manner.Soil stabilization is the technique which improves the properties of expansive soil to meet the
engineering requirements. Also it can’t be disposed of properly and its disposal is not economically
viable but it is blended with other construction materials like clayey soil then it can be used best for
various construction purposes like sub grade, foundation base and embankments. This may help both
remove environmental problems and contribute to the economy. Quarry dust exhibits high shear
strength which is highly beneficial for its use as a geotechnical material. It has a good permeability
and variation in water content does not seriously affect its desirable properties. The dry density
increased with the addition of quarry dust with attendant decrease in the optimum moisture content.
II. EXPERIMENTAL PROGRAMME In order to investigate the effect of variation in the engineering properties of plane soil and soil mixed
with quarry dust, extensive test are performed in laboratory and the results are elaborated below.
Index Properties of the Soil:
Cone penetration is used for the determination of liquid limit and the standard procedure is used to
determine plastic limit by arbitrary fixing the shape in a rolled thread of 3mm diameter.Table 1
represents the Index Properties of the Soil used in the investigation
Table 1: Index Properties of Soil
S.No Index Properties Value
1. Liquid Limit, WL 32%
2. Plastic Limit, W P 12.5%
3. Plasticity Index, IP 19.5%
4. Type of Soil CL
5. Specific Gravity, G 2.68
III. DISCUSSION OF RESULTS
Compaction Characteristics of Plain Soil:
Table 2 represents the results obtained when Modified Proctor’s Test was carried out on plain soil
sample. Figure 2 representing the variation of dry density γd,(g/cc) with increasing water content w,
(%) for the plain soil sample.
International Journal of Recent Trends in Engineering & Research (IJRTER) Volume 02, Issue 9; September - 2016 [ISSN: 2455-1457]
@IJRTER-2016, All Rights Reserved 320
Table 2:Data for OMC-MDD of Plain Soil Sample
S.No Dry Unit
Weight γd (g/cc)
Water Content
w (%)
1. 1.88 5.1
2. 1.96 7.8
3. 2.08 10.9
4. 1.92 12.2
5. 1.85 14.9
From Figure 2 it is observed that the dry density initially increase with increase in water content, till a
maximum dry density is achieved after which further addition of water decreases the density. Table 3
represents the Maximum Dry Density γd ,(g/cc) and Optimum Moisture Content w, (%) for the plain
soil sample.
Table 3 : Test results of OMC-MDD for the Plain Soil
Max.Dry Density Optimum Moisture
2.08(g/cc ) Content w, (%)10.9
Compaction Characteristics of Plain Soil Reinforced with Quarry Dust:
To investigate the effect of replacement of plain soil sample by quarry dust, the plane soil sample was
replaced by varying percentages of quarry dust. Table 4 , Table 5 and Table 6 represents the results
obtained when Modified Proctor’s Test was carried out on plain soil sample with varying percentages
of replacement with quarry dust. Figure 3 representing the variation of dry density γd,(g/cc) with
increasing water content w, (%) for the plain soil sample reinforced with quarry dust.
Figure 2: OMC - MDD Curve for Plain Soil Sample
1.8
1.85
1.9
1.95
2
2.05
2.1
0 5 10 15 20
Water Content w (%)
International Journal of Recent Trends in Engineering & Research (IJRTER) Volume 02, Issue 9; September - 2016 [ISSN: 2455-1457]
@IJRTER-2016, All Rights Reserved 321
Table 4 :Data for OMC-MDD of Plain Soil Sample Reinforced with 15% of Quarry Dust
S.No Dry Unit Weight γd (g/cc) Water Content w (%)
1. 1.92 5.2
2. 2.02 7.6
3. 2.10 10.6
4. 1.95 11.8
5. 1.84 15.2
Table 5 :Data for OMC-MDD of Plain Soil Sample Reinforced with 25% of Quarry Dust
S.No Dry Unit Weight γd (g/cc) Water Content w (%)
1. 1.94 5.6
2. 2.0 6.8
3. 2.14 10.2
4. 2.01 11.8
5. 1.86 14.2
Table 6 :Data for OMC-MDD of Plain Soil Sample Reinforced with 35% of Quarry Dust
S.No Dry Unit Weight γd (g/cc) Water Content w (%)
1. 1.88 4.6
2. 1.96 7.2
3. 2.06 10.0
4. 2.02 12.2
5. 1.98 14.8
Soil Sample Reinforced with varying Percentages of Quarry Dust
From Figure 3 it is observed that the dry density initially increase with increase in water content, till a
maximum dry density is achieved after which further addition of water decreases the density.Table 5
International Journal of Recent Trends in Engineering & Research (IJRTER) Volume 02, Issue 9; September - 2016 [ISSN: 2455-1457]
@IJRTER-2016, All Rights Reserved 322
represents the Maximum Dry Density γd ,(g/cc) and Optimum Moisture Content w, (%) for the plain
soil sample reinforced with quarry dust. Figure 4 and Figure 5 represents the variation in maximum
dry densities and optimum moisture content with varying percentages of replacement of plane soil
sample with quarry dust.
Table 5: Test results of OMC-MDD for the Plain Soil
Parameter 15% of Q.D 25% of Q.D 35% of Q.D
Maximum
Dry Density
1.92 1.94 1.88
Optimum Moisture 5.2 5.6 4.6
Soil Sample Reinforced with varying Sample Reinforced with varying Percentages of Quarry
Dust
From Figure 4 and Figure 5 it is observed that maximum dry density value initially increase on
replacing soil by 15% and 25% of quarry dust and then the maximum dry density value is found to be
decreased for 35% replacement of soil by quarry dust whereas no significant variation in optimum
moisture content has been observed.
4 Figure Variation : Plain for MDD of
2.08
1.92 1.94
1.88
1.75
1.8 1.85
1.9
1.95
2
2.05
2.1
0 %QD 15 %QD 25 %QD 35 %QD
Percentages of Quarry Dust
Figure 5 Variation of omc for Plain Soil :
5.1 5.2 5.6
4.6
0
1
2
3
4
5
6
0 %QD 15 %QD 25 %QD 35 %QD
International Journal of Recent Trends in Engineering & Research (IJRTER) Volume 02, Issue 9; September - 2016 [ISSN: 2455-1457]
@IJRTER-2016, All Rights Reserved 323
IV. CONCLUSIONS • It is observed that the dry density initially increase with increase in water content, till a maximum dry
density is achieved after which further addition of water decreases the density for varying percentages
of quarry dust .
• With increasing percentage of quarry dust the optimum moisture content is found to decrease because
of reduction in clay content of soil which has less attraction for water molecules.
• The maximum dry density is found to increase with increase in percentage of quarry dust because of
replacement of clay with higher specific gravity of quarry dust.
• So the optimum percentage of replacement of quarry dust is 25%, because replacement level higher
than this results in lower value of maximum dry density.
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