Stablization of Soil By use of Geo-Jute as Soil Stabilizer

International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056
Volume: 04 Issue: 08 | Aug -2017 www.irjet.net p-ISSN: 2395-0072
© 2017, IRJET | Impact Factor value: 5.181 | ISO 9001:2008 Certified Journal | Page 1654
STABLIZATION OF SOIL BY USE OF GEO-JUTE AS SOIL STABILIZER
Aamir Farooq1, Prof.(Dr. )Rajesh Goyal2
1Post Graduate Student at Modern Institute of Engineering and Technology Mohri Shahabad Ditrict Kurukshetra
2Profesor and Principal Modern Institute of Engineering and Technology Mohri Shahabad Ditrict Kurukshetra
---------------------------------------------------------------------***---------------------------------------------------------------------
Abstract - The existing soil at a particular location may not
be suitable for the construction due to poor bearing
capacity and higher compressibility. Particularly clays
exhibit generally undesirable engineering properties. They
tend to have low shear strengths and also loose shear
strength further upon wetting or other physical
disturbances. The improvement of soil at a site is
indispensable due to rising cost of the land, and huge
demand for high rise buildings. So recent research could be
beneficial in finding the different ways of utilizing waste
materials in most efficient ways like rice husk ash, fly ash,
used tyres, etc. So replacement of natural soils aggregates
and cement with solid industrial by-product is highly
desirable.
KeyWords: GeoJute, Geotextiles, GeoPipes, Geosynthetic
clay liners,Geogrids,Geomembrane,
1.INTRODUCTION
In developing country like India due to the remarkable
development in road infrastructure, Soil stabilization has
become the major issue in construction activity.
Stabilization is an unavoidable for the purpose of highway
and runway construction, stabilization denotes
improvement in both strength and durability which are
related to performance. Stabilization is a method of
processing available materials for the production of low-
cost road design and construction, the emphasis is
definitely placed upon the effective utilization of waste by
products like Geo Jute,and fly ash, with a view to
decreasing the construction cost.
The prime objective of soil stabilization is to improve
the California Bearing Ratio of in-situ soils by 4 to 6 times.
The other prime objective of soil stabilization is to
improve on-site materials to create a solid and strong sub-
base and base courses. In certain regions of the world,
typically developing countries and now more frequently in
developed countries, soil stabilization is being used to
construct the entire road.
GeoJute can play a vital role as they improve the bearing
capacity ,Jute plants are grown mostly in the gangetic delta
in the eastern part of the Indian subcontinent.People used
to consume its leaves as a vegetable and also as a
household herbal remedy.Jute plant has an erect stalk with
leaves. It thrives in hot and humid climate, especially in
areas where rainfall is in plenty. It grows up to about three
meters in height and matures within four to six months. In
China, taller Jute plants are being cultivated resulting in
higher fibre production
The chemical composition of jute is as follows—
- a-cellulose - 59 - 61 %
- Hemicellulose - 22 - 24%
- Lignin - 12 - 14%
- Fats & waxes - 1.0 - 1.4%
- Nitrogenous matter - 1.6 - 1.9%
- Ash content - 0.5 - 0.8%
- Pectin - 0.2 - 0.5%
The average linear density of single jute filament lies
between 1.3-2.6 tex for white jute and 1.8-4.0 tex for tossa
jute with normal distribution. Coarseness of jute has some
role in determining the strength of jute fibre. Coarse fibres
are usually stronger.
Jute fibres are usually strong with low extensibility. It has
a tenacity range of 4.2 to 6.3 g/ denier, depending on the
length of the fibre. Elongation-at-break of jute fibres is
between 1.0% and 1.8%. Tossa jute is stronger than white
jute. Jute fibre breaks within elastic limit and is resilient
which is evident from its recovery to the extent of 75%
even when strained quite a bit (1.5%). Its flexural and
torsional rigidity are high compared to cotton and wool.
Presence of hemicellulose in jute fibres makes it
hygroscopic, second only to wool. Tossa jute is slightly
more hygroscopic than white jute. Jute fibres swell on
absorption of water. Jute is not thermoplastic like other
natural fibres. Charring and burning of jute fibres without
melting is a feature of jute fibres. Due to high specific heat,
jute possesses thermal insulation properties. Ignition
temperature of jute is of the order of 193° C. Long
exposure of jute fibresto hot ambience reduces the fibre
strength.Dry jute is a good resistant to electricity, but it
loses its property of electrical resistance appreciably when
moist. Dielectric constant of jute is 2.8 KHz when dry, 2.4
KHz at 65% RH and 3.6 KHz at 100% RH. Co-efficient of
friction of Jute fibres is usually 0.54 for white jute and 0.45
for Tossa variety.Moisture content in jute helps increase
its frictional property

1.1 Problem Statement
For a long time, we are facing problems like failures of
small and big structures. The biggest problem lies in the
soil especially when it fails in strength. Besides many
stabilizers jute Known as the ‘golden fibre’ is one of the
longest and most used natural fibre used in soil
improvement can minimize the problem. The main
purpose of this research is to understand and investigate
the variations in the strength of the cohesive soils using
jute fibers (natural fiber) as a soil reinforcing material.
The study also includes the determination of the optimum
reinforcement in terms of fiber content and length. The
jute randomly mixed in clayey soil samples were tested
for its engineering property (Strength) by performing
various tests on a number of samples by using the
different percentage of fibers and comparing the results
with the non-reinforced soil.. The test result reveals that
the strength significantly improves with the inclusion of
jute and also prevents the sample from cracking.
1.2. PROBLEM FORMULATION AND ANALYSIS
In this experimental research program, the property of
Soil sample made is done. Discussion about the material
used is done. The basic tests carried out on Soil samples
are also discussed, followed by a brief description about
water content of soil. Then the various tests conducted on
the samples are discussed
1.3 MATERIAL USED
In this Research experimental program the material used
as stabilizer is GeoJute. Various tests performed on this
material are also discussed here and experimentally it is
proved by the research that the soil changes its property
after adding the Geo Jute
1.4 SOIL
The Sandy Clayey soil is obtained from M.I.E.T MOHRI
CAMPUS, KURUKSHETRA, HARYANA (INDIA). According
to Unified Soil Classification system, the soil was classified
as clayey sand with low plasticity (CL). The index and
engineering properties are determined and are discussed
here in this research paper
2-:METHODOLOGY
In this Research i have adopted a method and tried to
stabilize the soil with the material which has many uses
besides using in soil stabilizatio ,like clothing etc. All
natural vegetable fibres are biodegradable obviously jute
is a natural fibre. And all jute and jute products are
biodegradable, photo-degradable, nontoxic, anionic,
hydrophilic, acidic, less extensible, high moisture and UV
absolving capacity, droppable, visco-elastic, composite
fibre. Carbon, hydrogen and oxygen are major elements.
It’s three dimensional composite structures are formed by
different chemical, physical and hydrogen bonds between,
cellulose, hemi-cellulose and lignin. As a natural fibre jute
products are biodegradable, reusable and easily
disposable consequently to determine its environment
and ecological compatibility and economic sustainable life
cycle assessments. In this i added jute in different
proportions in cohesive soil i.e. Clay and tried to stabilize
it under severe conditions, results of which we will find in
further portion of the report. We have performed various
tests like atterberg’s limit, modified proctor test, direct
shear test etc.
Step 1-Soil Sample Collection
Step 2-Tests of Soil:
Various tests of soil are:
1-Moisture content
2-Specific gravity
3-Compaction
4-Direct Shear
Step 3-Determination of shear Strength,Maximum Dry
Density ,and optimum Moisture content of a soil sample
before and after adding Geo Jute,
2.1. Determination of Water Content of Soil
Testing objectives:
Determination of the natural water content of the given
soil sample.
Testing conforms to ASTM D2216-90.
Aim of the test:
In almost all soil tests natural moisture content of the soil
is to be determined. The knowledge of the natural
moisture content is essential in all studies of soil
mechanics. To sight a few, natural moisture content is
used in determining the bearing capacity and settlement.
The natural moisture content will give an idea of the state
of soil in the field.
Definition:
The natural water content also called the natural moisture
content is the ratio of the weight of water to the weight of
the solids in a given mass of soil. This ratio is usually
expressed as percentage.
Device:
1. Non-corrodible air-tight container.
2. Electric oven, maintain the temperature between 105C
to 115 C

3.Desiccator.
4. Balance of sufficient sensitivity.
Apparatus for Determination of Water content
Test procedure:
1. Clean the container with lid dry it and weigh it (W1).
Make sure you do this after you have tarred the balance.
2. Take a specimen of the sample in the container and
weigh with lid (W2).
3. Keep the container in the oven with lid removed. Dry
the specimen to constant weight maintaining the
temperature between 1050 C to 1100 C for a period
varying with the type of soil but usually 16 to 24 hours.
4. Record the final constant weight (W3) of the container
with dried soil sample. Peat and other organic soils are to
be dried at lower temperature (say 600 ) possibly for a
longer period.
Certain soils contain gypsum which on heating loses its
water if crystallization. If it is suspected that gypsum is
present in the soil sample used for moisture content
determination it shall be dried at not more than 800 C and
possibly for a longer time.
Running the test and recording the data:
Data and observation sheet for water content
determination
Interpreting and Reporting:
1 Weight of can, W1 (g)
2 Weight of can + wet soil
W2 (g)
3 Weight of can + dry soil
W3 (g)
4 Water/Moisture
contentW (%) =
[(W2W3)/(W3W1)]100
Result:
The natural moisture content of the soil sample is (This is
what you find)
General Remarks:
1. A container with out lid can be used, when moist sample
is weighed immediately after placing the container and
oven dried sample is weighed immediately after cooling in
desiccator.
2. As dry soil absorbs moisture from wet soil, dried
samples should be removed before placing wet samples in
the oven.
2.2: Determination of specific gravity of soil
Equipment & Apparatus
• Pycnometer
• Sieve(4.75 mm)
• Vacuum pump
• Oven
• Weighing balance
• Glass rod
Preparation of sample: After receiving the soil sample it is
dried in oven at a temperature of 105 to 1150C for a
period of 16 to 24 hours.
Procedure:
• Dry the pycnometer and weigh it with its cap(W1)
• Take about 200 g to 300 g of oven dried soil
passing through 4.75mm sieve into the
pycnometer and weigh again(W2)
• Add water to cover the soil and screw on the cap.
• Shake the pycnometer well and connect it to the
vacuum pump to remove entrapped air for about
10 to 20 minutes.
• After the air has been removed, fill the
pycnometer with water and weigh it (W3).
• Clean the pycnometer by washing thoroughly.
• Fill the cleaned pycnometer completely with
water upto its top with cap screw on.
• Weigh the pycnometer after drying it from the
outside thoroughly (W4).
Calculation:
The Specific gravity of soil solids (Gs) is calculated using
the following equation.
Where
W1=Empty weight of pycnometer
W2=Weight of pycnometer + oven dry soil

W3=Weight of pycnometer + oven dry soil + water
W4=Weight of pycnometer + water full
Report:
The result of the specific gravity test is reported to the
nearest two digits after decimal.
Safety & Precautions
• Soil grains whose specific gravity is to be
determined should be completely dry.
• If on drying soil lumps are formed, they should be
broken to its original size.
• Inaccuracies in weighing and failure to completely
eliminate the entrapped air are the main sources
of error. Both should be avoided.
2.3: DIRECT SHEAR TEST
OBJECTIVE
To determine the shearing strength of the soil using the
direct shear apparatus.
NEED AND SCOPE
In many engineering problems such as design of
foundation, retaining walls, slab bridges, pipes, sheet
piling, the value of the angle of internal friction and
cohesion of the soil involved are required for the design.
Direct shear test is used to predict these parameters
quickly. The laboratory report cover the laboratory
procedures for determining these values for cohesionless
soils.
PLANNING AND ORGANIZATION
Apparatus:
• 1. Direct shear box apparatus
• 2. Loading frame (motor attached).
• 3. Dial gauge.
• 4. Proving ring.
• 5. Tamper.
• 6. Straight edge.
• 7. Balance to weigh up to 200 mg.
• 8. Aluminum container.
• 9. Spatula.
KNOWLEDGE OF EQUIPMENT:
• Strain controlled direct shear machine consists of
shear box, soil container, loading unit, proving ring, dial
gauge to measure shear deformation and volume changes.
A two piece square shear box is one type of soil container
used.
• A proving ring is used to indicate the shear load
taken by the soil initiated in the shearing plane.
PROCEDURE:
1. Check the inner dimension of the soil container.
2. Put the parts of the soil container together.
3. Calculate the volume of the container. Weigh the
container.
4. Place the soil in smooth layers (approximately 10 mm
thick). If a dense sample is desired tamp the soil.
5. Weigh the soil container, the difference of these two is
the weight of the soil. Calculate the density of the soil.
6. Make the surface of the soil plane.
7. Put the upper grating on stone and loading block on top
of soil.
8. Measure the thickness of soil specimen.
9. Apply the desired normal load.
10. Remove the shear pin.
11. Attach the dial gauge which measures the change of
volume.
12. Record the initial reading of the dial gauge and
calibration values.
13. Before proceeding to test check all adjustments to see
that there is no connection between two parts except
sand/soil.
14. Start the motor. Take the reading of the shear force
and record the reading.
15. Take volume change readings till failure.
16. Add 5 kg normal stress 0.5 kg/cm2 and continue the
experiment till failure
17. Record carefully all the readings. Set the dial gauges
zero, before starting the experiment.
Apparatus for Shear Test
3: Results & Discussions:
The results of various tests performed are analyzed below:

Determination of Water Content in Soil
S.N
o.
Can No. Sample
1
Sample
2
Sample
3
1 Weight of can, W1
(g)
316 418 324
2 Weight of can +
wet soil W2 (g)
366 475 364
3 Weight of can +
dry soil W3 (g)
360 468 360
4 Water/Moisture
content W (%) =
[(W2-W3)/(W3-
W1)]´100
13% 14% 12.5%
Result: The natural moisture content of the soil sample is
13.16%.
3.1 COMPACTION TEST
Case 1:Parent Soil
Reading of Proctor Test
Sample
Sample
%ofWater
WeightOfMould
(kg)
Weightofsoiland
mould
(kg)
Weightofsoil
(kg)
Volumeofmould
(cc)
Bulk(kg
Density/cu.m)
DryDensitykg/cu.m
1. 5% 4.380 8.74 4.36
2055
2121.65
2020.61
2. 8% 4.380 8.91 4.53
2055
2207.29
2043.70
3. 12
%
4.380 8.98 4.60
2055
2184.91
1951.88
4. 14
%
4.380 8.65 4.27
2055
2077.85
1822.41
5. 18
%
4.380 8.54 4.16
2055
1482.54
1251.64
Water Content for soil sample from Proctor Test
Sample Weight
of empty
can (g)
Weight
of can
and wet
soil (g)
Weight
of can
and dry
soil (g)
%
Water
Content
1. 166 208 202 16%
2. 106 182 170 18%
3. 122 208 196 24%
4. 126 236 212 27%
5. 86 210 180 31%
Relation between OMC and MDD
MDD
(kg/m³
2020.6 2043.7 2016.6 1822.4 1394
W.C % 16 18 24 27 31
Water Content for soil sample from Proctor Test
Sample Weight
of empty
can (g)
Weight
of can
and wet
soil (g)
Weight
of can
and dry
soil (g)
%
Water
Content
1. 166 208 202 16%
2. 106 182 170 18%
3. 122 208 196 24%
4. 126 236 212 27%
5. 86 210 180 31%
MDD
(kg/m³
2020.6 2043.7 2016.6 1822.4 1394.
2
W.C.(%
)
16 18 24 27 31

Case2: Soil with 0.5% JUTE (By Weight) Reading of
Proctor Test
Sample
%ofWater
WeightOf
Mould
Weightof
soiland
mould
Weightof
soil
Volumeof
mould(cc)
BulkDensity
(kg/m³
DryDensity
(kg/m³
1. 5% 4.380 8.700 4.32
2055
2043.70
1946.38
2. 8% 4.380 8.844 4.46
2055
2172.26
2011.35
3.
12
%
4.380 8.910 4.53
2055
2174.20
1942.03
4.
14
%
4.380 8.724 4.34
2055
2113.86
1854.26
Water Content of soil sample from Proctor Test
Sample Weight
of empty
can (g)
Weight
of can
and wet
soil (g)
Weight
of can
and dry
soil (g)
%
Water
Content
1. 134 208 204 5.71%
2. 138 184 180 11.9%
3. 142 208 198 17.85%
4. 130 218 202 22.22%
5. 138 210 1900 38.46%
MDD
kg/m³
1946.3
8
2011.3
5
1985.
9
1854.2
6
1769.
48
W.C % 5.71 11.9 17.85 22.22 34.46
Case 3: Soil with 1% jute (By Weight) Reading of
Proctor Test
Sample
%ofWater
WeightOf
Mould
(kg)
Weightof
soiland
mould
(kg)
Weightof
soil
(kg)
Volumeof
mould
(cc)
BulkDensity
(kg/cu.m)
DryDensity
(kg/cu.m)
1. 5
%
4.380 8.640 4.260
2055
2072.90
1974.19
2. 8
%
4.380 8.810 4.430
2055
2155.7
1
1996.0
2
3. 12
%
4.380 8.936 4.556 2055
2158.63
1891.45
4. 14
%
4.380 8.756 4.376
2055
2129.44
1867.92
5. 18
%
4.380 8.654 4.274
2055
1934.5
4
1620.8
8
Sample Weight
of empty
can (g)
Weight
of can
and wet
soil (g)
Weight
of can
and dry
soil (g)
%
Water
Content
1. 146 196 194 4.16%
2. 128 172 168 10%
3. 136 192 180 27.27%
4. 146 272 254 31%
5. 142 210 192 36%

MDD
(KG/CUMEC)
1974.19
1996.02
1997.32
1867.92
1777.6
W.C.(%) 4.16 10 27.27 31 36
Case:4-Soil with 1.5% jute (By Weight)
Reading Of Proctor Test
Sample
%ofWater
WeightOfMould
(kg)
Weightofsoil
andmould(kg)
Weightofsoil
(kg)
Volumeofmould
(cc)
BulkDensity
(kg/cu.m)
DryDensity
(kg/cu.m)
1. 5% 4.380 8.606 4.226
2055
2056.44
1958.51
2. 8% 4.380 8.700 4.320
2055
2102.18
1946.46
3. 12
%
4.380 8.846 4.466
2055
2173.23
1891.45
4. 14
%
4.380 8.500 4.120
2055
2004.86
1758.64
5. 18
%
4.380 8.360 3.980
2055
1936.73
1620.88
Sample Weight
of empty
can (g)
Weight
of can
and wet
soil (g)
Weight
of can
and dry
soil (g)
%
Water
Content
1. 378 518 515 2.18%
2. 150 222 214 12.5%
3. 360 534 510 16%
4. 300 422 390 26%
RELATION BETWEEN MDD AND OMC
MDD
kg/m³
1958.5 1946.4 1957.6 1758.6 1655.
32
W.C.% 2.18 12.5 16 26 31.77
Case:3-Soil with 2% jute (By Weight) Reading of
Proctor Test
Sample
%ofWater
WeightOfMould
(kg)
Weightofsoil
andmould(kg)
Massofsoil
Volumeofmould
(cc)
BulkDensity
(kg/cu.m)
DryDensity
(kg/cu.m)
1. 5% 4.38 8.070 3.690
2055
1795.62
1710.11
2. 8% 4.38 8.380 4.000
2055
1946.4
7
1802.2
8
3. 12
%
4.38 8.570 4.190
2055
1993.51
1806.52
4. 14
%
4.380 8.470 4.090
2055
1902.67
1745.84

Sample Weight of
empty can
(g)
Weight
of can
and wet
soil (g)
Weight
of can
and dry
soil (g)
%
Water
Content
1. 140 290 280 7.14%
2. 130 162.34 158.20 14.68%
3. 118 190.22 177.80 20.76%
4. 170 278.10 256 25.67%
5. 104 194.80 168.60 41.87%
MDD
(kg/m³)
1710.
1
1802.2 1836.
8
1745.8 1645.3
W.C,(%) 7.14 14.68 20.76 25.67 41.87
Case 6: Soil with 2.5% jute (By Weight) Reading
of Proctor Test
Sample
%ofWater
WeightOfMould
(kg)
Weightofsoil
andmould(kg)
Massofsoil
Volumeofmould
(cc)
BulkDensity
(kg/cu.m)
DryDensity
(kg/cu.m)
1. 5% 4.38 7.968 3.588
2055
1745.98
1662.83
2. 8% 4.38 8.240 3.860
2055
1878.34
1739.20
3. 12
%
4.38 8.470 4.090
2055
1969.18
1758.99
4. 14
%
4.38 8.340 3.960
2055
1927.00
1690.90
5. 18
%
4.38 8.300 3.920
2055
1901.06
1610.20
Sample Weight
of empty
can (g)
Weight
of can
and wet
soil (g)
Weight
of can
and dry
soil (g)
%
Water
Content
1. 140 194 190 8%
2. 182 250 240.60 16.04%
3. 156 204 194.40 25%
4. 142 196.80 184.20 29.85%
5. 166 210 189.60 38%
MDD
(kg/m³
1662.8
3
1739.
2
1793.0
3
1690.9 1630.3
7
W.C.% 8 16.04 25 29.85 38
3.2 DIRECT SHEAR TEST
Here we will analyze the change in properties of soil with
the addition of hairs in the soil sample in different
proportions.

Case 1:Parent Soil
For 0.5 kg/cm²
Dial Gauge Proving Ring
0 0
20 0.2
40 0.6
60 3.2
80 3.8
100 4
120 4.2
140 4.6
160 4.8
180 5
200 5.2
220 5.4
240 5.6
260 5.6
280 5.6
300 6.2
320 6
340 5.8
Max. Value at proving ring = 6.2
Now, from table
6.2 x 2.5/6 x6
=0.431 N/cm²
For 1.0 kg/sq.cm
0 0
20 4.8
40 5.8
60 6.2
80 6.8
100 7.4
120 7.6
140 8.2
160 8.6
180 9,2
200 9,8
220 10.6
240 11
260 11.6
280 12
300 12.4
320 12.6
340 13
360 13.4
380 13.6
420 13.6
440 13.6
460 13.2
Now, from table
13.6x 2.5/6 x6
=0.944 N/sq.cm
For 1.5 kg/sq.cm
20 3.8
40 5
60 6
80 7.6
100 8.6
120 9.4
140 10.2
160 11.2
180 11.8
200 12.2
220 12.8
240 13.2
260 13.8
280 14.2
300 14.4
320 14.6
340 14,8
360 15
380 15.4
400 15.6
420 16
440 16.2
460 16.4
480 16.6
500 16.8
520 17
540 17.2
560 17.4
580 18
600 18
620 18.2
640 17.2
660 16.4
Now, from table
18.2x 2.5/6 x6
=1.26 N/sq.cm

Relation between normal stress and shear stress:
Case 2: Soil With 0.5% Jute (By weight)
For 0.5 kg/sq.cm
20 6.3
40 6.7
60 7.1
80 7.3
100 6.8
120 6.4
Now, from table
7.3x 2.5/6 x6
=0.506 N/sq.cm
For 1.0 kg/cm²
20 4.5
40 5.5
60 6.3
80 6.9
100 7.5
120 7.9
140 8.5
160 8.9
180 9.3
200 9.7
220 10.1
240 10.5
260 11.1
280 11.3
300 11.5
320 11.7
340 11.9
360 12.3
380 12.7
400 12.9
420 12.9
440 12.5
460 12.3
Now, from table
12.9x 2.5/6 x6
=0.97 N/sq.cm
For 1.5 kg/cm ²
20 0.9
40 0.9
50 7.9
80 10.5
100 11.5
120 12.3
140 13.7
160 14.7
180 15.5
200 16.1
220 17.3
240 17.9
260 18.1
280 18.7
300 19.5
320 19.9
340 20.3
360 20.9
380 21.1
400 21.5
420 21.1
Now, from table
21.5x 2.5/6 x6
=1.49 N/sq.cm
Relation between normal stress and shear stress
4.RESULTS AND DISCUSSION
The effect of mixing Jute fiber in soil on its compaction
values is as follows:

Maximum dry density vs. fiber content
This shows that with increasing fiber content dry density
of soil decreases with a constant rate Results from direct
shear test on different values of Jute fiber shows following
result:
Max shear stress vs. normal stress
This graph shows that shear strength of soil increases with
increase in Jute fiber content.
5.CONCLUSION
• By increasing the jute fiber content percentages
MDD decreases and OMC increases.
• For avoiding the balling of the hair fiber more
studies are required to find randomly mixing
methods of the fiber without balling effect so that
better results are obtained in the future.
• Geojute or jute geotextile has many potential
applications in civil construction works. The
engineering properties of jute fabrics are suitable
for separation, reinforcement, drainage and
filtration functions and can be suitably used in
overcoming geotechnical problems of weak soil.
Applied research including performance
evaluation of geojute applications are needed to
highlight the beneficial uses of geojute in the field.
The Jute Geotextile has the potential of being used to
serve as a filter fabric as well as a fabric reinforcement to
stabilize and protect weak subgrades in road construction.
When the jute fabric is placed directly on the subgrade and
topped with a granular backfill to form a sub base for the
pavement, it is found to function in a threefold way :
• It separates the subgrade from sub-base thus
preventing the punching of the base material
into the subgrade and at the same time the
fines from the subgrade are also prevented
from gaining entry into the road structures,
• It acts as drainage layer to remove excess
water from softening the subgrade, and
• It helps to improve the bearing capacity and
settlement behaviour of the subgrade by
virtue of its action as a fabric reinforcement.
The Jute Geotextile is expected to contribute towards
better road performance by reducing road defects with the
consequent reduction in maintenance costs. The economy
resulting in reduced road thickness design and
construction time is an added bonus. While the jute
geotextile appears to function quite close to synthetic ones
in performance, its durability aspect seems to pose a
limitation on its use. However, jute geotextile is found to
be fairly resistant to deterioration when embedded in wet
soil under a narrow, margin of annual variation in
subgrade water content (18% to 30%) and subgrade
temperature (25°C to 30°C) conditions prevailing in the
geographical region of Southeast Asia,. There is little doubt
that the jute fabric and jute mats are initially very strong
and ideal for use as a geotextile material.
After it is placed on the weak subgrade, the subgrade
stiffens and becomes stronger on consolidation within
about a year or so under the action of granular sub-base
surcharge, self weight of pavement, construction rolling
and traffic loads. The jute geotextile immensely helps in
this rapid subgrade strengthening process in combination
with the drainage layer above it.
With time, the subgrade becomes less and less dependent
on the fabric for its stability and therefore, the long term
durability aspect of jute fabric should not deter its use as a
geotextile for various applications in road construction.
Jute geotextile materials are biodegradable and their uses
in various geotechnical engineering applications are
ecologically safe.
Jute fabric is useful for developing countries of the Asia-
Pacific Region as a money saver as well as a construction
expedient. The advantages resulting by its use will more
than outweigh the cost of the material and laying. Being in
the vicinity of the jute producing countries (Bangladesh,
India, China, Indonesia and Thailand), the developing
countries of this region can harness the benefits of jute
fabric especially for the purposes of soil stabilization,
slope protection and erosion control. For these countries,
the jute fabric could serve as an economical alternative to
the imported versions for certain applications resulting in
substantial savings in terms of foreign exchange
6.. RESEARCH WORK FOR FUTURE
It should be pointed out that since the influences of
engineering properties of soil and fiber and the scale
effects on the stress– strain–strength characteristics of
fiber reinforced soils have not been investigated fully, the
actual behavior of fiber reinforced soils is not yet well
known. Hence, further studies including especially large-
scale tests are needed to better understand the behavior of
fiber-reinforced soils. As well, further studies are
necessary to elucidate the fracture mechanism, the effect
of prior treatment of the fibers and the durability of the
composite at long term and under more severe conditions.
In particular, the effects of drainage and pore pressures on
the effective strength of the fiber–soil mixture, and creep
along the fiber–soil interface, are of particular interest.
In addition, further study is needed to optimize the size
and the shape of fibers and/or strips, e.g. crimp magnitude
and crimp frequency. Measurement of durability and aging

of fibers in soil is recommended. Large scale test is also
needed to determine the boundary effects influence on
test results. Very few studies have been carried out on
freezing–thawing behavior of soils reinforced with
discrete fiber inclusions.
It is suggested that large volumes of recycled waste fibers
can be used as a value-added product to enhance the shear
strength and load deformation response of soils. In this
way, using recycled waste tire cords in soil reinforcement
seems to be attractive.
More investigations on the performance of composite soils
reinforced with polyvinyl alcohol (PVA) fibers are
required. It is Fig. 6. Schematic of the effect of fiber
deformation due to moisture changes. 112 S.M. Hejazi et
al. Construction and Building Materials 30 (2012) 100–
116 important to know that the studies on behavior of
soils reinforced with randomly distributed elements under
cyclic loading are very limited in the literature.
More research is needed to further understand the
potential benefits and limitations and to allow fibers’
application to more complex geotechnical structures.
It is emphasized that research on the use of fiber-
reinforcement with cohesive soils has been more limited.
Although fiber-reinforcement was reported to increase the
shear strength of cohesive soils, such improvement needs
additional evaluation because the load transfer
mechanisms on the interface between fibers and clayey
soils are not clearly understood.
7. REFERENCES
1. UNCTAD/GATT (1986). Use of Jute Fabrics in
Erosion Control. Jute Market Promotion Project
No. RAS / 77/04. International Trade Centre,
Geneva.
2. UNCTAD/GATT (1985). Jute Geotextiles for
Erosion Control-draft Specifications and
Installation Guide.
3. Jute Market Promotion Programme, Division of
Product and Market Development. International
Trade Centre. Geneva.
4. UNCTAD/GATT (1985). Jute Geotextiles Control
Systems. Jute Market Promotion Project.
International Trade Centre, Geneva.
5. BJRI (1974). Jute and Jute Products. Bangladesh
Jute Research Institute. Brochure of the
Agricultural and Industrial Exhibition. No. BGP
73/74, 4351B-2000, Dhaka, Bangladesh.
6. Ingold, I.S. ed (1984), Geotextiles and
Geomembranes. An International Journal, Elsevier
Applied Science Publishers, London, Vol. 1,1-40.
7. Geotextile Engineering Manual. US-Federal
Highway Administration, National Highway
Institute, Washington D.C., USA.
8. Nagarkar, P.K., Kulkarni, V.T. and Desai, G.V.
(1980). Use of Fabrics in Civil Engineering
Construction. Proc. Indian Road Congress, New
Delhi, pp 5-17.
9. Aggarwal, P. and Sharma, B. (2010),“Application
of Jute Fibre in the Improvement of Subgrade
Characteristics”
10. Charan H.D. (1995). “Probabilistic analysis of
randomly distributed fibre soil.” Ph.D. Thesis,
Dept. of Civil Engg. I.I.T Roorkee, Roorkee, India.
11. IS: 2720, Part XVI, 1965. Laboratory
determination of CBR, Bureau of Indian
Standards; New Delhi.
12. IS: 2720, Part VII, 1965. “Determination of
Moisure content –Dry density Relation using Light
Compaction”, Bureau of Indian Standards; New
Delhi.
13. Ranjan, G., Vasan, R.M. and Charan, H.D. (1996),
"Probabilistic analysis of randomly distributed
fibre-reinforced soil." ]oumal of Geotechnical
Engineering, ASCE, 122(6): 419-426.
BIOGRAPHIES
The Author is PG student at MIET
kurukshetra university and can
be contacted on +919419009051
Proffesor and Principal Modern
Institute of Engineering and
Technology

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