IRJET-Strength and Stability Behavior of Soil Reinforced using Randomly Distributed Jute Fiber

International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056
Volume: 05 Issue: 06 | June -2018 www.irjet.net p-ISSN: 2395-0072
© 2018, IRJET | Impact Factor value: 7.211 | ISO 9001:2008 Certified Journal | Page 1518
STRENGTH AND STABILITY BEHAVIOR OF SOIL REINFORCED USING
RANDOMLY DISTRIBUTED JUTE FIBER
Manohar L N1, Pallavi H2, Pushpa Ashok Musai3, Aditya V4, Dr. K V Manoj Krishna5
1,2,3,4Department of Civil Engineering, Govt.S.K.S.J.T.I, V.T.U, Karnataka, India
5Assistant Professor, Department of Civil Engineering, Govt.S.K.S.J.T.I, V.T.U, Karnataka, India
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Abstract - With the increase in developmental activities and
the limited availability of desirable site conditions for
construction, it is greatly motivating engineers to improve in-
situ soil properties. In India, Soils are classified into twomajor
types, namely ProblematicsoilandNon-Problematicsoilbased
on their swell-shrink behavior. Non-Problematic soil has very
higher strength due to higher shear strength parameters and
hence it is less important to geotechnical engineers. However,
problematic soil has very low strength due to lower shear
strength parameters especially angle of internal friction.
Hence an attempt is made to enhance the angle of shearing
resistance of the soil by the inclusion of randomly distributed
jute fibers. By optimization of soil reinforced with randomly
distributed jute fibers using unconfined compressive strength
test by preparing soil samples with varying percentage (0.5%
to 2.5% RDJF (by weight of soil)) of randomly distributed jute
fibers. The test is being conducted on 0th, 7th and 30th day of
preparation of samples. From strength test it is found that soil
reinforced with 1.5% randomly distributed jute fibers isfound
to be optimum. The effect of coating fiber with emulsifiers
(kerosene, petroleum jelly, varnish) was also examined to
know UCS (unconfined compressive strength). On the analysis
of stability of slopes using various methods, it has also been
found that more stable slopes can be possible when soil is
reinforced with randomly distributed jute fibers on compared
with soil alone.
Key Words: UCS, RDJF, Stable slopes
1. INTRODUCTION
The term soil has various meanings and carries a different
sense to different professional groups. To an engineer,soilis
the unaggregated or uncemented deposits of minerals
and/or organic particles or fragments covering a large
portion of the earth’s crust. It includes widely different
materials like boulders, sand, gravel, clay and silt. The range
in the particle sizes in the soil may extend from grains only
to a fraction of micron (10-6 m) in diameter up to large size
boulders. Expansive soils, also called as swelling soils, are
those soils which expand during the rainy season due to
intake of water and shrink during the summer season.
Swelling and shrinkage of expansive soil cause differential
settlements resulting in severe damage to the foundations,
buildings, roads, retaining structures, canal lining, etc. The
clay of higher compressibility ranges in performance from
excellent to poor. Sensitivity to drying and remoulding,
degree of potential swell and self stabilization and presence
of predominant clay minerals are the major problems
experienced by civil engineer.
1.1 Soil Stabilization
Soil stabilization is the alteration of soil to enhance their
physical properties. Stabilization can increase the shear
strength of a soil and control the shrink-swell properties of a
soil, thus improving the load bearing capacity of a sub-grade
to support the pavement and foundations. Soil stabilization
becomes important when it is weak in strength. There are
various methods of stabilizing the soil such as mechanical
method, polymer method and chemical method.
1.2 Materials and methods
Soil - The soil used for present work was collected from
Bangalore by open excavation method at a depth of 1.5m
from ground surface and from the Atterburg’s analysis it is
found that soil belongs to the classification of Clay of Higher
Compressibility (CH) from plasticity chart.
Jute fiber - For the present work, Jute was collected by
unthreading the used gunny bag available in one of the
provision store in Bangalore. The collected jute thread was
cut into smaller pieces irrespective of length and length was
not more than 15 mm and was used for all the tests
conducted.
 Liquid limit test
 Plastic limit test
 Shrinkage limit test
 Specific gravity tests on soil and jute fiber
 Water absorption test on coated and uncoated jute
fiber
 Particle size distribution
 Mini compaction test
 Unconfined compressive strength test
2. Analysis and results
From the basic tests conducted on soil, the following
properties were observed. The properties of soilisasshown
in Table -1 and Chart -1 shows the particle size distribution
of soil alone and soil with 1.5% RDJF.

Table -1: Properties of soil
Properties of Soil Value
Natural Water Content (%) 10.26
Specific Gravity @ 27°C 2.461
Particle size distribution
Gravel (%)
Sand (%)
Silt and clay size fraction
(%)
12.2
69.8
18.0
Atterburg’s Limits
Liquid Limit (%)
Plasticity Index (%)
Shrinkage Limit (%)
62.49
34.04
18.02
Classification of soil as per
Plasticity chart
CH
Compaction Test (Mini
Compactor)
Optimum Moisture Content
(%)
Maximum Dry Density
(KN/m3)
27
15.6
Unconfined Compressive
Strength (KN/m2)
104
Safe Bearing Capacity
(KN/m2)
207.09
Chart -1: Particle size distribution curve
2.1 Compaction behavior of soil reinforced with RDJF
Compaction is the test done to compress the soil into a
smaller volume, thus increasing its dry unit weight. A soil
reaches maximum dry density at specific water content
known as optimum moisture content. In this study,
maximum dry density and optimum moisture content were
found out for soil alone and thereafter varying percent of
randomly distributed jute fiber (i.e., 0.5%, 1%, 1.5% (by
weight of soil), 2% and 2.5%) is mixed with soil sample. The
maximum dry density and optimum moisture content for
individually treated soil sample is determined.
Mini compaction apparatus is used to determine the
relationship between the moisture content and density of
soil. Due to huge number of experiments, we have used mini
compaction test apparatus instead of light compaction test
apparatus as recommended by IS: 2720. According to
Sridharan and Sivapulliah (2005) compaction test on soil
using light compaction test apparatus as well as mini
compaction test apparatus gave 98% same results. Also by
using mini compaction test apparatus, conduction of test is
easy and time consuming is relatively less than light
compaction test apparatus, hence for our research all the
compaction testswereconductedusingminicompaction test
apparatus only.
In this test, a standard mould of 30 mm internal diameter
and an effective height of 100 mm. The mould had a
detachable base plate and a removable collar of 35 mm
height at its top. The soil was compacted in the mould in 3
equal layers; each layer was given 36 blows of rammer
falling through a height of 195 mm. Test was conducted for
varying percentages of randomly distributed jute fiber with
an increment of 0.5% by weight starting from 0.5%. Fig -1
shows the mini compaction apparatus.
Fig -1: Mini compaction apparatus
Chart -2: Variation of MDD for soil reinforced with RDJF

Chart -3: Variation of OMC for soil reinforced with RDJF
From Chart -2 and Chart -3 it has been found that with the
addition of varying percentage of randomly distributed jute
fiber to soil, maximum dry density reduces and optimum
moisture content increases beyond 1.5 to 2% jute fiber in
soil (by weight of soil). This may be due to replacement of
high density soil by low density fiber and also due to more
water observing capacity of fibers than soil alone which
makes the matrix to reduce the density and increase the
moisture content.
Chart -4: Variation of MDD of soil reinforced using RDJF
with water content
Dry density tends to increase up to certain percentage of
water then it was found to reduce. The water content at
which maximum dry density was achieved is taken as
optimum moisture content of the mixture. As waterisadded
to soil at low moisture content, it becomes easier for the
particles to move past one another during the application of
compacting force. As the particles come closer, the voids are
reduced and this causes the dry density to increase. As the
water content increases, the soil particles develop larger
water films around them. This increase in dry density
continues till a stage is reached where water starts
occupying the space that could have been occupied by the
soil grains. Thus the water at this stage hinders the close
packing of grains and reduces the dry unit weight. Chart -4
indicates that soil alone has maximum dry density of
15.6KN/m3 at optimum moisture content of 27.3%. Soil
reinforced with 2.5% randomly distributed jute fiber has
minimum dry density of 14.4KN/m3 at optimum moisture
content of 30.96%.
Chart -5: Variation of MDD of soil reinforced using
emulsifier coated RDJF with water content
Further, compaction test was conducted by mixing soil with
1.5% (by weight of soil) randomly distributed jute fiber
coated with emulsifier like kerosene, petroleum jelly and
varnish. From Chart -5, it has been found that the optimum
moisture content was maximum for kerosene andminimum
for petroleum jelly. Whereas petroleum jelly has maximum
dry density than other emulsifiers. This may be because of
petroleum jelly is more water repellant.
2.2 Strength behavior of soil reinforced with RDJF
The unconfined compressive strength samples were
prepared for soil alone and soil reinforced with randomly
distributed jute fibers with varying percentages from 0.5%
to 2.5% with an increment of 0.5%. The test was conducted
on 0, 7 and 30 days. For 0 day, immediatelypreparedmoulds
were tested but for 7 and 30 days test the moulds were
prepared and kept for curing in manually prepared
desiccators
Fig -2: Moulds placed in desiccator

Fig -3: Unconfined strength test under process
Table -2: Variation of shear strength behavior of soil
reinforced with RDJF
Mixture
Unconfined compressive strength
(KN/m2)
Curing period ( days)
0 7 30
Soil alone 104 104 104
Soil + 0.5%
RDJF
78 171 179
Soil + 1%
RDJF
106 151 210
Soil + 1.5%
RDJF
205 270 375
Soil + 2%
RDJF
150 228 195
Soil + 2.5%
RDJF
85 146 115
Chart -6: Variation of shear strength behavior of soil
reinforced with RDJF
Unconfined Compressive strength tests were conducted on
jute fiber reinforced soil samples prepared at obtained
maximum dry density and optimum moisture content. Soil
was reinforced with varying percentages of randomly
distributed jute fiber by weight. Randomly distributed jute
fibers were added from 0.5% to 2.5% with an increment of
0.5%. When Soil reinforced with1.5%(by weightofsoil)jute
fiber, compressive strength increases and with further
increasing of percentage of jute reduces compressive
strength, this is due to addition of jute fiber leading to
domination of fiber to fiber interaction rather than soil to
fiber interaction.
Fig -4: Comparison of mould before and after testing
Jute fiber being one of the good water absorbent, it is
important to determine the amount of water absorbed by
jute, under coated and uncoated conditions. Test was
conducted by immersing coated and uncoated jute fibers in
water for 24 hours and then it was air dried for 1 hour.
Fig -5: Water absorption test

Fig -6: Jute fiber strands kept for air drying
Chart -7: Variation of percentages of water absorption of
jute fiber with and without emulsifier coating
Percentage of water absorbed by the uncoated jutefiberand
the jute fiber coated with different emulsifiersisindicated in
the Chart -7. It is found that jute absorbs more water; hence
an attempt was made to reduce the water absorption of jute
fiber by coating it with emulsifiers like kerosene, petroleum
jelly and varnish. Upon coating emulsifier it is found that
kerosene coated jute fiber absorbs less amount of water
when compared to other emulsifiers.
UCS test was conducted for soil reinforced using RDJF with
emulsifier coating and following were found.
Chart -8: Variation of shear strength behavior of soil
reinforced using RDJF with emulsifier coating
Note: * = 30 day test was conducted onlyforkerosenecoated
randomly distr ibuted jute fiber because after curing for 7
days the shear strength for petroleum jelly and varnish
coated randomly distributed jute fiber were decreased.
Unconfined Compressive strength tests were conducted on
coated jute fiber reinforced soil samples.Soil reinforced with
1.5% (by weight of soil) jute fiber coated with emulsifiers
like kerosene, varnish and petroleumjelly.Resultshowsthat
soil reinforced with 1.5% (by weightofsoil)kerosenecoated
randomly distributed jute fiber shows increasedvariation of
shear strength from 0 day to 7 day where as other emulsifier
coated randomly distributed jute fiber show decreasing
variation in strength. Soil reinforcedwith1.5%(by weightof
soil) uncoated jute fiber has better shear strength than
emulsifier coated randomly distributed jute fiber.
2.3 Stability analysis of slopes
Stability of the slope indicates the ratio of resisting
movement to driving movement, which reflects the safetyof
the slope against sliding. The failure of a mass of soil located
beneath a slope is called as a slide. It involves a downward
and outward movement of the entire mass of soil that
participates in the failure. The failure of slopes takes place
mainly due to:
1. Action of gravitational forces
2. Seepage forces within the soil
They may also fail due to excavation,undercuttingofitsfoot,
or due to gradual disintegration of the structure of the soil.
The determination of stability of slopes is necessary in a
number of engineering activities such as
1. Design of earth dams and embankments.
2. Analysis of stability of natural slopes.
3. Analysis of the stability of excavated slopes.
4. Analysis of failure of foundations and retaining
walls.
In practice there are various methods are available for
assessing factor of safety of the slope. The commonmethods
are
1. Culmann’s method
2. Swedish circle method (slip circle)
3. Friction circle method
4. Bishop’s method
5. Taylor’s stability number method
We hereby have done an attempt to compare the stability of
slope through factor of safety using Taylor stability number
with Swedish slip circle approach.

2.3.1 Method of slices
Table -3: Variation of factor of safety of slopes by method
of slices
Slope
Factor of safety
Soil alone
Soil +1.5 % RDJF
0 day 30 days
1.5:1 3.9 7.34 10.81
2.0:1 5.32 10.02 14.76
2.5:1 9.48 17.29 24.83
3.0:1 5.16 14.02 20.67
Chart -9: Variation of factor of safety of slopes by method
of slices
This method was developed by Swedish engineer, who
assumes the surface of sliding is an arc of a circle. In the
above graph it is observed that with the increase in slope,
there is gradual increase in factor of safety up to a certain
slope value (2.5H: 1V) and further increase in slope causes
reduction in factor of safety. We can alsoobservefromgraph
that reinforced soil exhibit higher factor of safety when
compared with soil alone, moreover 30 day cured soil
reinforced with randomly distributed jute fiber sample has
better factor of safety when compared with immediately
tested reinforced soil sample.
2.3.2 Taylor’s stability number method
Table -4 Variation of factor of safety of slopes by Taylor’s
stability number method
Slope
Factor of safety
Soil alone
Soil +1.5 % RDJF
0 day 30 days
1.5:1 2.71 5.58 8.22
2.0:1 3.03 6.22 9.17
2.5:1 3.28 6.74 9.93
3.0:1 3.58 7.35 10.84
Chart -10: Variation of factor of safety of slopes by
Taylor’s stability number method
On improvement to the method of slices, Taylor determined
the value of dimensionless quantity for finite slope using
friction circle methodalong withananalytical procedure and
proposed Taylor’s stabilitynumberforanalysisofstabilityof
slopes. From the above graph, we can observe thatthefactor
of safety is directly proportional to the slope. Increase in
slope gradually increases the factor of safety.Reinforcedsoil
exhibit higher value of factorofsafetywhencomparedtosoil
alone, moreover 30 day cured reinforced soil sample has
better factor of safety when compared to 0 day reinforced
soil.
3. CONCLUSIONS
1. Soil reinforced with randomly distributed jutefiber
reduces the maximum density of the soil fiber
matrix; they may be due to replacement of higher
density soil by lower density jute fiber.
2. Soil reinforced withvarying percentageof randomly
distributed jute fiber initially reduced the moisture
content and increased thereafter. Maximum
reduction in optimummoisturecontentwasat1.5%
(by weight of soil) of randomlydistributedjutefiber
(by weight of soil)
3. Soil reinforced with 1.5% (by weight of soil)
randomly distributed jute fiber (by weight of soil)
increases the unconfined compressive strength by
97% on compared with soil alone at 30 days curing.
The improvement in the strength is due to passive
inclusion of the fiber in the soil with offerresistance
against the sliding of the soil during shear.
4. Uncoated randomly distributed jute fibers exhibit
greater shear strength when compared with that of
coated ones. The shear strength of varnish and
petroleum jelly coated randomly distributed jute
fiber decreased after curing for 7 days, but it
increased for kerosene. However the compressive
strength of uncoated randomly distributed jute

fibers (1.5% (by weight of soil) by weight of soil)
was 87.5% more than that of kerosene coated
fibers.
5. Stability analysis of slope using Taylor’s stability
found that soil reinforced with optimum randomly
distributed jute fiber shows 2 folds increased in the
factor of safety on compared with soil alone for all
slopes in general.
6. Stability analysis of slope using method of slices
found that soil reinforced with optimum jute fiber
shows 2.7 folds to 4 folds increase in the factor of
safety on compared with soil alonefor1.5:1slopeto
3:1 slope respectively,howeverat2.5:1slopeshows
higher factor of safety for soil reinforced with 1.5%
(by weight of soil) randomly distributed jute fiber
on compared with soil alone as well as soil
reinforced with same percentage of jute fiber for
other slopes.
7. On comparing Taylor’s stability number and
method of slices, the slope of 2.5H:1V has shown
acceptable factor of safety by both the methods, in
case if we increase the slope for example 3H:1V, the
factor of safety has been increased in case of
Taylor’s stability number method but decreasedfor
method of slices. On observing all these variations,
we suggest 2.5H: 1V as an optimum slope and
method of slices is considered as preferable one.
ACKNOWLEDGEMENT
We are sincerely thankful to Dr. K V Manoj Krishna,
Assistant professor, G.S.K.S.J.T.I for his kind support and
involvement in successful completion of the project.
REFERENCES
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[2] Aamir Farooq, and Rajesh Goyal (2017),
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BIOGRAPHIES
Manohar L N s/o Nataraja L from
Bengaluru.
Student at Govt. SKSJTI
2014-18 batch
Pallavi H d/o Hombale Gowda
from Mysuru.
2014-18 batch

Pushpa Ashok Musai d/o Ashok
Musai, from Belgaum.
2014-18 batch
Aditya V s/o Venkataramaiah B
from Bengaluru.
2014-18 batch

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