sustainable soil stabilization

1. PEB 801 Capstone Design Project Mid-
Year Progress Report (Feb-June 2020)
Sustainable Soil Stabilization Using Natural Fibers and Waste
Material
Submitted by
Vishwaleen Vishaal Ram-2016133741
Under Supervision of
Supervisor: Mr. Sateesh Pisini
Submitted in Partial Fulfillment of the Requirement for the Degree of Bachelor
of Civil Engineering (Honors)
To
SCHOOL OF BUILDING AND CIVIL ENGINEERING
FIJI NATIONAL UNIVERSITY, FIJI ISLAND
May 31st

2. Table of Contents
Sustainable Soil Stabilization Using Natural Fibers and Waste Material .......................................1
Introduction.......................................................................................................................................3
Objective and Scope..............................................................................................................................4
Expected Outputs..................................................................................................................................5
Utilization...............................................................................................................................................6
Literature Study and Data Collection.................................................................................................7
Reinforcing Soil with Bamboo Fiber...........................................................................................7
Reinforcing Soil with Jute Fiber..................................................................................................7
Reinforcing Soil with Sisal Fiber .................................................................................................8
Reinforcing Soil with Coir Fiber .................................................................................................8
The behavior of Fiber Reinforced Soil........................................................................................8
Stabilizing Soil with Hair Fiber.......................................................................................................9
Mixing Human Hair Fiber Into the Soil .....................................................................................9
Properties of Human Hair Fiber .....................................................................................................9
Methodology........................................................................................................................................10
Executed Work....................................................................................................................................11
Experimentation..................................................................................................................................12
The Triaxial Test.............................................................................................................................13
Sieve Analysis Test..........................................................................................................................22
Plate Bearing Test...........................................................................................................................23
Atterberg Test Limits .....................................................................................................................24
Shear Strength Test ........................................................................................................................25
Remaining Work.................................................................................................................................34
Gantt Chart .........................................................................................................................................35
Conclusion and Recommendation.....................................................................................................36
Reference .............................................................................................................................................37

3. Introduction
In many actions anxious with the use of soil, the physical properties like stiffness,
compressibility and strength are about of the few significant limits to be considered. Of the
numerous approaches intricate in the development of soil properties, soil reinforcement is
technique anxious with rise of strength properties of soil. In soil reinforcement, the
reinforcements basics are of different materials and various forms depending upon the
technique aim to use. The reinforcement can be on condition that permanently or
temporarily to rise strength of the adjacent structures. The present project discusses hair
fiber and waste materials on the application of soil reinforcement (Patil et al., 2016).
Distinctive fibers play a significant role in our daily life and perhaps all over the world with
not only straws of wheat, baggase, banana fiber, silk, cotton but even chicken feather pig,
hair and human hair as well. These have little density, economical cost, and easy
obtainability and actuality cast-off as composites since ages. These are overwhelmed goods
being created in tons round the year which makes environmental issues. The use not only
delivers an economical construction material but likewise equilibria the environmental
issues by using the waste in a useful manner. Human hair is recognized to be identical
strong in tension and is a substance which is non-biodegradable matter and effortlessly
obtainable. Fibers not only stop the cracks but also rise the tensile strength, strength in wear
and tear as well as fatigue resistance and ductility of reinforced material (Gupta & Sharma,
2018).
Usage of fibers has an old history similar usage of horse hair and straw in clay for creation
floors and bricks and after 1964 steel fibers originated into practice as well. After that many
researchers have remained going over numerous studies to figure obtainable the use of such
fibers in refining the core strength of the matrices all over the world. Its effective usage in
structures for sustaining distinct obligation in structures has been fulfilled therefore in
forthcoming development can be very well understood in this way. There are 1.4 billion
people in the world who live below the international poverty line. Many social problems
that currently affect the world are caused by poverty, which causes the deficient access to
basic needs for many humans. The disaster that has been minimally addressed for low
income settlements is landslides on hillsides. Places with highest frequency of landslide are
mostly developing place (Gaw & Zamora, 2011).

4. Objective and Scope
The principal objective of the project is to study the effect of the soil strength after the
application of sustainable soil stabilization methods and materials.
This research focuses on soil stabilization materials and methods such as fiber application,
thereby soils and related materials and structures are made stronger.
It is seen in Fiji that for retaining walls, pavement and other construction works, reinforcement
steel is used in massive quantities and the cost of which is very high. Therefore, instead of
using tones of reinforcement steel, we can simply replace it by using other methods which will
be sustainable and effective. The use of natural fibers like plant fibers, human hair fibers,
coconut coir fibers and many more may be used to sustainably stabilize soil foundations, roads
and landscape which are unstable due to landslides and erosion.

5. Expected Outputs
The predictable result should yield a best design which is safe and cost effective in
sustainability of soil.
• Explaining the mechanism of sustainable stabilization of soil
• Working on model dimensions and experiment testing preparations
• Using of Geo-studio software for modeling and analysis for results
• Development of poster about sustainable soil stabilization methods and materials
• Poster preparation
• Midyear progress report
• Presentation of the project
OUTPUT OF EACH STAGE:
• Yield design by means of for sustainable soil stabilization
• Investigation of sustainably stabilized soil doing lab test
• Attain ideal design from the standards and lab test results

6. Utilization
The project partakes numerous beneficiaries together becoming the economic and
environment goal which greatest engineering design purpose designs aim to attain. Some of
the goal heirs of sustainable soil stabilization.
Reduced cost – the use of fiber in soil stabilization is less costly than using other modern
practices like use of geo-synthetics. Fibers are easily available and can be obtained at 1/10 of
the price of geo-synthetic.
Environment friendly design- the naturals fibers like hair fiber are mostly waste material once
used it helps to solve the problem of pollution.
Embodied energy- amount of work put into stabilizing soil will be lessened as natural fibers
are light weight and mixing of soil will be done in concrete mixer rather than hand work.
Safe design- enough though soil stabilization might change the properties of soil it will
enhance the structural stability of soil.
Sustainable test results- after testing the soil samples with fiber is expected to have more
strength in shear, bearing and other properties increasing the ability to be used on field.
The goal for this project is the construction industries like road constructions, foundation
construction, and other geotechnical applications.

7. Literature Study and Data Collection
Reinforcing Soil with Bamboo Fiber
Bamboo is a plentiful and feasible natural resource and there are more than 1250 types in
the world. Bamboo-grid built with 1 cm diameter bamboo rods, would be suitable to control
the settlement of sandy silt 20-30% while settlement control by predictable geo-grid is only
10-15%. At the similar time bamboo grid controls the settlement and lateral distortion of
soft clay by about 21 and 31 percent. Normally, bearing capacity of the soil rises with
amount of grid layers practical within failure envelope and bamboo grid parades the
lowermost settlement and highest bearing capacity when the reinforced layer is positioned
at the depth of 0.3 B under the foundation whereas the b represents the foundation width
(Gowthaman et al., 2018). Likewise, bamboo was cast-off in challenging ground
conditions, bamboo is a natural material that has more tensile strength. The bamboo
specimens that was coated with bitumen shows that soil reinforced with this shows rise in
bearing capacity. The performance of bamboo grid was initiate to be improved than
geogrid. Settlement of reinforced soil with Bamboo reinforcement of 1 cm diameter was
known to be decreased by 24% (Chacko & A, 2016).
Reinforcing Soil with Jute Fiber
Jute is one of the furthermost shared natural fiber crops being refined in the world, which
is comparatively inexpensive and commercially obtainable. Jute fibers have been initiated
to be active in refining geotechnical features of soil. Additional courtesies have been paid
on jute RDFS, application of woven jute textiles has been met as an economic and reliable
scheme in drainage applications. Basic assembly of jute textile consist approx. 40% direct
cover of jute yarns and 60% of open area, which benefits to control the velocity of ground
water flow thus harshly inhibiting the objectivity and conveyance of soil, interface
separator to avoid soil sand loss. Moving on, glued jute fabric has stayed recognized as
better jute textile material which shows high tensile strength when linked to that of jute reef
containing ten yarns. Strength conduct of jute RDFS in clayey soil has been studied with
diverse dosages 0.2-1% and diverse lengths 5-20mm and the finest strength value which is
around 2.5 time developed. Jute RDFS rises CBR about 50% when associated to normal
residual soil (Gowthaman et al., 2018). Likewise, a general corrective of jute fiber has given
to the weakest soil, the jute is cast-off in diverse scopes of 0.25-0.5% of weight of diverse
lengths of 20-40 mm. trial outcomes show that CBR value of soil rises with rises in fiber
content. It was also detected that rise in length of fiber rises the CBR value (Bundela et al.,
2015).

8. Reinforcing Soil with Sisal Fiber
The Sisal plant has been known as probable production material because of its strong point
toughness capability to elasticity, confrontation on the way to weakening. Usually, adding of
sisal fibers upsurge the ductility of the soils deprived of substantial consequence trendy
compressive strengths. The best measurement also mixer of sisal fibers in RDFS technique
remained accomplish by way of 20 mm and 0.75 percent, cohesion of soil has remained
elevated by 265 percent. Though, rise of fiber length linearly reduces the MDD and OMC.
Sisal casual fibers shows better development of shear and deformation (Gowthaman et al.,
2018).
Reinforcing Soil with Coir Fiber
Coir fiber is the material between hard-internal shell and external coat of a coconut, usually
arrays 0.1-0.3 mm and length ranges 10-50 mm. coir-textile has been applied as a shielding
material for slope soil as to guard the soil from erosion. Though, faster biodegradation of
coir fiber 22% of tensile strength only relics after 7 months of application. RDFS has
fascinated the purposes on soil reinforcing application these days. Nevertheless, treating
the coir fibers with both NaOH and CCl4 prior to the application enhances the reinforcing
effect in clayey soil. The general behavior of reinforced soil hinge on not only on the
optimum quantity of coir fiber nevertheless also the quality of treated fiber. Coir RDFS
rises the strength of expansive soil positively by 335% at optimal 0.6% short coir fiber
content. The coir fiber reinforcement rises the CBR value of granular subgrade by 96%.
Moving on, lateritic soil stabilization of little volume pavements propose that adding of 1%
coir fiber end to end with 3% cement by weight of soil rises the CBR values (Gowthaman
et al., 2018).
The behavior of Fiber Reinforced Soil
Soil reinforcement can be defined as a method of improving the engineering characteristics
and conduct of soil by presenting the materials included of chosen properties. The main
objective of reinforcing soil mass is to improve its stability with shear and bearing capacity
overall to reduce the bearing capacity of soil. Fibers imbedded in soil can be wide-ranging
in forms, texture, stiffness, content, length or aspect ratio, and many more. The fiber
reinforced can be spread in two types oriented distributed fiber reinforced soil (ODFS)and
randomly distributed fiber reinforced soil (RDFS). The ODFS wherever naturals fibers can
be presented by planner system in vertical, horizontal or in both directions. The mechanism
of ODFS is alike to conventional geosynthetic and other. The ODFS method rallies
supplementary frictional strength laterally the fiber reinforced planes. Whereas the RDFS
is a well-recognized soil development method in which fibers encompassed of wanted
property and amount are assorted arbitrarily and compacted in situ. Short discrete fibers are
additional and mixed randomly with soil, much like the concrete mixing. It provides rise in

9. soil strength. The RDFS method exploits the alike behavior of plant roots. The diagram
below shows the ODFS and RDFS methods (Gowthaman et al., 2018).
Stabilizing Soil with Hair Fiber
The weak soils or marginal soils lacks in strength and bearing capacity, therefore becomes
unsuitable for construction of structures on it. There has been a lot of waste materials produced
everywhere and its buildup in waste streams causes many environment glitches. The fiber
reinforcing of concrete started in the 1940s with lot of testing has been conducted in fibrous
testing (Butt et al., 2016). Soft clays are related with low compressive strength and excessive
settlement. The decrease in strength due to moisture primes to damages in structures (Firoozi
et al., 2017).
Mixing Human Hair Fiber Into the Soil
The combination of fibers into the soil outcome in the fibers to mass together above the soil
particles if the soil was not in the best moisture content or if large share of fibers were added
to the soil. It is suggested that attainment the soil best moisture content before the adding of
fibers. To attain the homogenous mixture the fibers must be stirred and the soil with diverse
movements. For big quantities of soil, it is suggested to use concrete mixer and for small
amount testing manually mixed by hand. It is also endorse to establish standard mixing process
based around mixing time and using the similar number of mixes (Gaw & Zamora, 2011).
Properties of Human Hair Fiber
The use of human hair fiber has good effect on the soils shear strength and the bearing
capacity. The soil used for the study is clayey in nature. Wajid Ali Butt et al. (2016)
investigated that entirely the necessary physical and mechanical properties were resolute
as per applicable standard tests (IS: 2720). The key component of the hair composition is
keratin. Keratin are proteins with extended chains of amino acid that create the cytoskeleton
of all cells of the outer shell. Quantity of researches obviously quantified that sulfur is the
main motive of strength of hair cords in obverse of breakdown in the face of environmental
stress and these sulfur compounds are related with amino acids at very high stages in hair
cords. Sulfur in amino acid molecules is together to keratin protein till form disulfide
performance nonetheless in alkaline solutions they decompose. In datum, alkaline
environment drops the hair cords (Batebi et al., 2013).

10. Methodology
No. The list of the project milestone deliverables Expected No of days Percent completed
1 Choice of the project topic The Project proposal 20 days 100%
2 Evaluation of the previous research
journals
The Literature review 29 days 100%
3 Choice of the design constraints Find strategy constraints obligatory
intended for the choice of fiber in soil
stabilization
7 days 50%
4 Poster The poster demonstration was to show a
transitory knowledge about the project
the outline of the project and the
experimental procedure
7 days 100%
5 Mid-year report Mid-year report covers material about
the whole work and what is left to be
done next semester
14 days 100%
6 Lab preparation test for soil Lab test to be done in the FNU civil
laboratory
42 days 0%
7 Design of sustainable soil stabilization Development of sustainable methods
and procedure by using the given
materials
14 days 0%
8 Evaluation To evaluate work enclosed and essential
to progress for project
14 days 0%
9 Recommendation To mention the project what must be
done to main

11. Executed Work
Throughout the first week of beginning of the capstone project, we had to select a appropriate
topic which was linked to the civil engineering field. Then giving to our topic’s supervisors
were then selected reliant on the supervisor’s skill on their specific field of study.
Then we had to yield our project proposal which was give in to first to our individual
supervisor, for alterations which was then conceded to the coordinators for grading.
Throughout the second half of this semester we had to investigation on 20 journals which was
linked to our separate topics, which was studied by our own supervisors. The poster and the
final presentation were done at the end of this semester which was presented and graded.
Methodology
Sustainable soil stabilization using natural fibers
in this project there are two objectives which are:
• Cost
• Sustainability
The first objective contains of minimising the cost of soil stabilization in a sustainable
way. The second objective purpose is distinct founded on the sustainability of soil
stabilization.

12. Experimentation
There will be two sets of experiment done, one on plain soil and other on the soil reinforced
with fiber materials. There are many soil tests that can be performed here are some test that is
planned to be done on the samples.
Some of the soil test that will be done on the soil fiber content will be:
• Triaxial Test
• Sieve Analysis Test
• Plate Bearing Test
• Shear Strength Test
• Atterberg Test Limits
Main Materials used
• Soil
• fiber
There are many fibers that are available for the reinforcement of soil these fiber enhance the
properties of soil by increasing bearing capacity, shear strength, and many more. It is
hypothesized or assumed that the soil test that will be done in semester 2 of 2020 in FNU
Civil lab, soil with fiber content will be assumed to have more enhanced properties than
normal soil. Some of the fibers that will be used in the project is:
• Hair fiber
• Coir fiber
• Sisal fiber
• Bamboo fiber
• Jute fiber
• Other plant fiber

13. The Triaxial Test
The Triaxial tests is the most useful also generally achieved geotechnical laboratory tests
which allows the shear strength and also stiffness of soil also rock to be strongminded for
usage in the geotechnical structures. Some of the main constraints found after the trial may
comprise by the angle of shearing resistance (ϕ), cohesion (c), also undrained shear strength.
Fig. 1 – Illustration of an engineering usage of triaxial test.
This is an illustration of engineering job of test- now triaxial compression delivers strength
info at topmost of an expurgated slope, though triaxial allowance allows limits for soil
mechanisms at the slope sordid to be resolute.
The triaxial testing usually includes insertion of a cylindrical specimen of soil trial, by
diameter extending from the 38mm till 100mm, hooked on the cell that is able to pressurised.
Utmost samples consume an estimated 2:1 height-to-diameter proportion, also are closed
inside an elastic sheath. Next the preliminary groundwork, the trial to be soaked, combined,
in addition shearing, authorizing the soil retort to experiential under circumstances that may
estimate those insitu.
Figure 1.1 – Overall arrangement of a soil example in a triaxial cell.

14. Type of Triaxial Testing done
The triaxial tests can be conducted in different variations in laboratory. The three primary
triaxial tests that is furthermost frequently working are:
• the unconsolidated undrained testing- (UU)
• the Consolidated Undrained testing- (CU)
• the Consolidated Drained testing- (CD)
1. The Unconsolidated Undrained testing (UU)
By way of the title conveys, the soil trial is exposed to cell pressure by no
establishment of drainage. In this case a cell pressure is kept to continuous rate also
the pragmatic deviator stress is enlarged until the trial sample fails. The (UU) test is
the smallest multifaceted and fastest technique, by soil trials loaded though solitary
entire stresses are meticulous and noted. The authorization on the undraining shear
strength is resolute, that is sensible used for measuring soils constancy in brief period.
this testing is commonly done on consistent soil samples.
2. Consolidated Undrained testing-(CU)
In that case, the drainage is allowed throughout the request of cell pressure on sample.
The deviator stress is practical possession on the cell pressure at continuous with no
delivery of additional drainage. Whereas, the combined drained (CD) test is
appropriate to telling extended period filling response, if strength limit resolute below
active stress controlling. However, this testing can take a serious period to wide-
ranging when dealing with cohesive soils.
3. Consolidated Drained testing-(CD)
The test is likewise known by way of exhausted or slow testing and is most common
triaxial procedure. In this case, the deviator stress is enlarged through permitting the
drainage to occur by way of it was also the cell pressure is likewise maintained
continuous. Now the amount of the stacking is gradually practical so the extra pore
pressure is not established inside the trial sample. This arranged sample is enfolded in
the sheath then is placed in the triaxial testing cell. Finally, this consolidated
undrained (CU) permits strength constraints to be resolute founded on the active
stresses (ϕ΄ and c΄) whereas allowing a quicker amount of shearing associated through
the CD testing.
The chief objectives by conducting this test is to govern the principles of cohesion also angle
of interior friction. In order for these standards to be determined, three diverse adjacent
pressure standards partake to be tested proceeding the samples.

15. Calculations
This test sample is endangered toward all around adjacent pressure ( ). This deviatric
stress practical be . Then the overall vertical stress is to be ,
A mohr’s circle is done by drawing and in the x- axis also the shear stress is y-axis.
The Mohr’s rupture envelope is got through illustration of the tangent that is to the circles
found. The line that will capture at the y-axis. The y intercept drives the rate of cohesion-(C).
This grade of this failure plane or the tangent mark drive this slant of inner friction of the soil
(ø). The stacking can upsurge the cross section of the soil sample. The determination needs
alteration intended for the deviatric stress . Now, the alteration practical by presumptuous
that this volume of sample stays continual also this area diverse. The adjusted deviatric stress
stands
P1 is the Practical Load
Ao is the Original Area of cross section
l0 is the Sample Original length
l is the deformation of the specimen
This is the shear resistance of the trial that can be assumed through:

16. Fig.2: Resolve of Stress limitations by the Mohr’s Circle
Active Stress Conditions
This real stress stand-in on soil sample through trying be situated revealed in fig.2. In the
instance actual minor principle stresses remains equivalent to cell pressure (the fluid
pressure) detriment the pore water pressure. This major principle stress can be equivalent to
the deviator stress positive the cells pressure. Hereafter, this actual major principle
stress is equivalent to the major principle stress demerit the pore water pressure.
allow this stress mechanisms arranged the failure plane MN stay also also this failure
plane is tending at the angle to this major principle plane.
Fig.3.Active Stress Resolve by the Mohr’s Circle
Allow this envelop DF cut to the abscissa at an angle , C remain the middle of the Mohr’s
circle.
After also we achieve,

17. The Value stresses relations at failure are:
OC =
OF =
Yet again from ,
Arranged resolving the equivalence, we achieve:
Nevertheless
So,
After this the Mohr’s circle haggard, this conventional streak formulae this failure plane then
this intercept formed stands the actual strength limitation c of the soils. This angle thru via
this plane ø’ systems the angle of friction. Hereafter, actual shear strength that is assumed
through

18. Merits and Demerits of Triaxial Testing.
Merits
• The stress dispersal proceeding the failure plane is undeviating.
• This sample is able to fail on the feeblest plane
• Here is comprehensive regulator over the drainage.
• Pore water pressure vagaries and the volumetric variations can be restrained
unswervingly.
• This state of stress on altogether in-between phases up to failure is recognized.
• This trial is appropriate for precise investigate work also the apparatus flexible to
distinct necessities such as extension trial also trials for diverse stress routes.
Demerits
• The device is intricate, large and expensive.
• The exhausted trial takings dwelling an extended time in contrast through a direct
shear testing.
• It is not likely on the way to fix the cross-sectional area of the sample at greater
strains, as the supposition that the sample stays cylindrical does not grasp decent.
• The strain situations in the sample are not unchanging due to frictional restraint
formed through the loading cap also the base disc.
• This consolidation of the trial in the trial is isotropic, though in the field, the
consolidation is normally anisotropic.
Triaxial test for sustainable soil stabilisation using Natural fibre and waste materials.
(Chaitanya 2018) Geotextiles and related products have many applications mostly in civil
engineering fields counting roads, tracks, retaining structures, artificial lake, embankments
etc. Natural fibre and some other waste materials can be used to improve strength at a lower
cost than using the existing method of soil stabilisation. Numerous studies were showed
toward investigate this impact of randomly oriented natural fibers reinforcement and waste
materials on soil strength parameters with different aspects ratio.

19. Coir Fibre
Fig 3.0 Triaxial curve for soil + 0.25% coir Fig 3.1 Triaxial curve aimed at soil +
0.50% coir
Fig 3.2 Triaxial curve for soil + 0.75% coir Fig.3.2 Triaxial curve aimed at soil + 1%
coir
With the rise in proportion of coir
This free compression strength aimed at normal soil is 0.36 kg/cm2
. Through adding of coir,
the UCS value has amplified to 0.6 kg/cm2 up to 1% coir, which is viewing an increase of
66.66%. Once associated through normal soil, altogether the outcomes of reinforced soils are
superior than liberated solidity strength of normal soil by 33.33%, 50%, 52.77% also 66.66%
for 0.25%, 0.5%, 0.75% also 1% coir correspondingly.

20. Stress-Strain Response in Triaxial Tests
Fig. 4. The stress in contrast to strain curvatures aimed at coir fiber-reinforced soils taking
diverse fibers contents at 50 kPa limiting pressure.
Fig. 4 shows a characteristic outcome of the stress versus strain retort for numerous fiber
contents. The outcomes display that the deviator stress at failure rises through fiber content
and occurs at about 10–18% of strain. The optimal fiber content matching to supreme
upgrading in strength is initiate to be 2-2.5%.
Figure.4.1 Stress against strain curvatures designed intended for coir fiber-reinforced soil
taking diverse fiber spans at 150 kPa limiting pressure
Fig. 4.1 displays the result of span of coir fiber on stress-strain retort. Supreme enhancement
is found by 15 mm long fibers. To dodge the option of limit things for 30 mm extended
fibers, span in the variety of 15–25 mm (40–65% of minimum side measurement of 38 mm)
was measured to be suitable to gain enhancement.

21. Fig. 4.2 Deviator stress-strain plots for fiber- Figure. 4.3 Deviator stress-strain plots for
strengthened clay through diverse fiber contents fiber-reinforced clay with diverse aspect
(aspect ratio = 150 also restraining pressure = ratios (fiber content = 1 % and confining
100 kPa) pressure = 100)2.2 Stress-Strain
Response
in Direct Shear Tests
Fig. 4.3. The trend of the retort thru variable feature relation is matching to that with
changing fiber content as depicted in Figure.4.2. Fig. 4.2 shows characteristic deviator stress-
strain plots aimed at unreinforced clay also coir fiber-reinforced clay through diverse fibers
contents. It is obvious that adding of coir fiber pointedly changes stress-strain features of
clay. At advanced fiber contents (1 & 2%), no ultimate is experiential till the straight
serviceability catastrophe state of 20 percent strain, while unreinforced clay reaches ultimate
deviator stress by an axial strain of about 10–15 percent.
(Anagnostopoulos, Tzetzis et al.2014) the Triaxial test outcomes specify that the stress-strain
behaviour of the soil is better through joining coir fibers in the silty soil, likewise that the
deviator stress at failure is amplified up to 3.5 more on pure soils by fiber presence. The
supreme increase of stress is experiential once the fiber span is among 40 and 60% of the
minimum adjacent measurement of the sample. Aimed at a persistent fiber span, major
principal stress at fiasco upsurges through rise in fiber content. Though, the extra
improvement in strength is lesser after the fiber content is amplified outside 1 percent. By
somewhat fiber content, the forte is logged towards upsurge by feature proportion even up to
150.

22. Sieve Analysis Test
the sieve analysis test is a method adopted (by geotechnical engineers) to estimate the particle
size distribution (sometimes also known as gradation) of a coarse material through permitting
the material towards go done a development of sieves of logically slighter mesh size also
gauging the amount of material that is stopped through respectively sifter as a minor quantity
of the whole mass. However, this time for our capstone design project we will first be going
to mix the soil with natural fibers and then we will carry out sieve analysis test and after that
we will record and compare the results.
Steps to do Sieve Analysis Test
1) Note the weight of respectively strainer just as the base pan to be applied in this
investigation.
2) Write down how much the assumed dry soil sample weighs.
3) Confirm that all the strainers stand clean, then arrange them in the rising instruction of
sieve figures (#4 strainer at highest and #200 strainer at bottom). Spot the pan
underneath #200 strainer. Carefully unfilled the soil example addicted to the top
strainer also place the top over it.
4) Put the sieve load in the machine-driven shaker and vibration for 10 minutes.
5) Eliminate the load from the shaker also carefully gauge also note the weight of each
sieve through its detained soil. Likewise, make certain to gauge then note the weight
of the base pan with its detained fine soil.
Importance of Sieve Analysis Test
Sieve analysis important aimed at breaking down materials meanwhile particle size spreading
can affect a wide scope of behavior, for example, the eminence of cement, dissolvability of a
mixture, exterior region behavior also even their taste.

23. Plate Bearing Test
Plate Bearing Test is an insitu weight bearing trial of soil castoff for defining a ultimate
bearing boundary of the ground also the practicable settlement below a assumed weight. A
factor of safety is applied to give the protected bearing limit of soils. Plate bearing test is
important while choosing and designing the foundation.
Advantages of Plate Bearing Test
Some of the advantages of Plate Load Test by (S A Mahdi) are as follows-
• Being able to understand the foundation behaviour under loading conditions.
• Calculation of bearing capacity of soil on a firm deepness and forecast of settlement
for a certain weight.
• Low foundation can remain intended in view of the acceptable bearing capacity,
which can be predicted from the plate load test.
• Time and cost-efficient.
• Easy to perform.
• Reliable.
How is plate bearing test done?
It basically includes of loading a steel plate of recognized diameter and noted the settlements
comparing towards each time increasing the weight. The test load progressively extended
until the plate starts to settle down at a dissolute rate.
Bearing Test
Throughout the design and research of the bearing capacity test it can be decided that scaling
down of all contributing basics so that none of them would apply unforeseen pressures.
Consequently, scaling down of fiber length to the similar scale as scaling down the footing.
Though, the particle size obligated to remain similar. Consequently, it is suggested a study of
scale result of composite soils on the bearing capacity of the model. Around clear important
increase in the soil bearing capacity tempted by the fiber reinforcement. The soil container
was intended for the test founded on an answer for Bossinesq model of the inclined zone
under a consistently distributed load. According to this answer and the scale model the box
would have not affected with the slip surface. Though, none of the test offered a vibrant
failure point. Previous studies that partake cast-off similar bearing tests trials have cast-off
soil containers of alike dimensions but made out of stiff and apparent materials. These
designs permitted the performers to clearly control failure when a visible slip surface crack
might be seen through soil walls. Failure would be resolute when an extreme settlement of
1”/ scale factor was attained. This approach was not accurate enough (Gaw & Zamora, 2011).

24. Source: Google
Atterberg Test Limits
A soil's stability and behaviour differ, as are the engineering properties of differing degrees of
moisture content. And the boundary between each state can be described on the basis of a
difference in the action of the soil. Albert Atterberg, a Swedish shepherd, and later Arthur
Casagrande perfected some limitations and measures.
Such experiments may be used to determine various soils, which eventually would have
buildings constructed on them. Soils hold water when wet, although some expand in volume.
The sum of a soil's expansion is linked to its capacity to contain water and its structural
composition. Atterberg studies are directed mostly on clayey or silty soils, meanwhile these
are the soils most affected through increase and decrease owing to different moisture content.
The Atterberg capacities are likewise normally involved in the initial design procedures of
structures guaranteeing that the soil must have the right quantity of shear strength also can
experience partial shift in thickness after it grows and shrinks with specific moisture content.
Atterberg Limits Laboratory Tests
Liquid limit
This liquid limit measure, specified in ASTM Standard D4318, specifies the amount of water
in which a clayey soil’s behaviour varies after plastic to liquid. Nevertheless, this change
after solid to liquid activity is incremental across a variety of water material, then the soil's
shear intensity at the liquid level is not in reality zero. The exact liquid maximum concept is
dependent upon normal test procedure. The Liquid Limit may be measured by means of the
Casagrande cup process, which is commonly castoff in the United States, otherwise using a
more common cone penetrometer in Europe.

25. Plastic limit
The Plastic limit is a measure involving developing out a thread onto a smooth, non-porous
surface of the good portion of a soil. The protocol is laid out in form D4318 of ASTM. This
thread can maintain its form down to a very small diameter if the soil is at a moisture level
where its conduct is plastics. They will then remold the sample and replicate the study. The
thread may begin to split down at greater diameters when the moisture content decreases
because to evaporation. The plastic limit is well-defined by way of the moistness content
someplace the fiber falls separately by 3.2 mm (about 1/8) "diameter. The soil is called non-
plastic because at any conceivable temperature a fiber cannot be moved out down to 3.2 mm.
The Shrinkage limits
Shrinkage limit is a measure that assesses a soil's water content where more depletion by
moisture does not upshot in an additional reduction in amount. The method for evaluating the
maximum for shrinkage is ASTM D4943. The reduction cap is applied even fewer often than
thresholds for liquids and plastics.
Shear Strength Test
1. COCONUT FIBRE (Coir)
This Shear Strength experiment was done by (Anggraini, 2007).For this research the soil
sample used was sandy.
For this research test, 15 mm in length of coconut fibers was taken. The fibers were removed
after the outside shell of the coconut and was saturated in water then then dried underneath
the sun. Following are the properties of the coconut fibers that have been used for this
research work:
Direct shear trials were done on the soil trial. These early outcomes revealed through the
specimen deprived of a little reinforcing material, at usual stresses of 0.5, 1 also 1.5 kg/cm²
was primary found. Then, direct shear testing was performed by means of coconut fibers as
reinforcement at 1.0%, 2.0% and 3.0% kg/cm2
. The coconut fibers were randomly mixed the
soil sample. After entirely the obligatory direct shear tests needed been done, the stress-strain

26. curves were drawn used for each separate state also at each value of standard stress, after
which the determined shear stress was resolute in each situation. This be situated shadowed
by graphs of determined shear stress also standard stress to govern the rate of angle of
internal friction in individually situation. This difference in angle of internal friction through
fiber content stayed studied and the optimum fiber content required was evaluated.
Results of stress-strain connection in individually case were obtained, of soil deprived of
reinforcement and through reinforcement on various percentages, from which the values of
maximum shear stress were obtained. A last association among the angle of inner friction and
fibers content be situated assumed, after which the all-out value of angle of inner friction also
the matching optimum fiber content be situated found.
Unreinforced sand
This result displays the stress-strain connection for unreinforced soil. The all-out rate of shear
stress is 0.32kg/cm², 0.63kg/cm² also 0.95 kg/cm² at standard stresses of 0.5 kg/cm², 1.0
kg/cm² also 1.5 kg/cm² individually.
This Result displays the connection among the extreme shear stress and standard stress for
unreinforced soil. The angle of inner friction found after sand is non reinforced is 32.21ᵒ.

27. Reinforced sand
The Sand reinforced on 1% through weight
results display the stress-strain connection when sand is reinforced at 1% by weight. The all-
out value of shear stress is 0.30kg/cm², 0.72kg/cm² also 1.12kg/cm² on standard stresses of
0.5kg/cm², 1.0kg/cm² also 1.5kg/cm² individually.
The Results displays the connection amongst extreme shear stress and standard stress for
sand reinforced at 1% by weight. This angle of inner friction for sand strengthened at 1% by
weightiness is 36.05ᵒ.
The Sand reinforced by 2% through weight
The Results displays the stress-strain connection aimed at sand reinforced on 2% through
weight. The all-out rate of shear stress is 0.39 kg/cm², 0.75 kg/cm² also 1.25 kg/cm² by
standard stresses of 0.5 kg/cm², 1.0 kg/cm² and 1.5 kg/cm² correspondingly.

28. The outcome displays the association amid the all-out shear stress in addition standard stress
when sand is reinforced by 2% through weight. This angle of inner friction for sand
strengthened at 1% by weightiness is 39.14ᵒ.
The Sand reinforced by 3% through weight
The Outcomes displays the stress-strain connection aimed at sand reinforced by 3% through
weight, the all-out rate of shear stress is 0.37 kg/cm², 0.75 kg/cm² in addition 1.18 kg/cm² by
standard stresses of 0.5kg/cm², 1.0kg/cm² in addition 1.5kg/cm² correspondingly.
This result displays the connection amongst the extreme shear stress also normal stress when
sand is strengthened by 3% through weight. This angle of interior friction aimed at sand
reinforced at 1% by mass is 37.66ᵒ.

29. Optimum Fibre Content
This result shows the connection amongst the angle of interior friction and percentage
through weight (reinforced), it was seen that the extreme rate of inner friction is found by
means of 39.20ᵒ. This all-out value is found consistent towards a best reinforcement content
of 2.1% through weight.
It was realized that the use of coconut fibers on sand outcomes in a rise in the shear strength
limit, that is the angle of inner friction. key reason of this rise is coherent available toward the
detail that trendy nonappearance of reinforcement, soils displays brittle failure. However,
when coconut fibers are used, ductility is on condition that to the soil. As has been stated, the
chief idea in arrears this is the growth of friction amongst the soil also the reinforcement and
rise in the shear strength parameter of soil. Therefore, shear strength limitation has remained
observed to increase upon a convinced perimeter of fraction of reinforcement utilized, also
formerly it experiences a decrease by additional rise of fiber content. The best value of
coconut fiber mixer, for gaining all-out rate of angle of interior friction remains at 2.1%, on
which the angle of interior friction is 39.20ᵒ.
Therefore, it can be decided that coconut fiber can be used for ornamental the shear strength
limit of sandy soils, also its easy obtainability owing to common farming of coconut in the
country can prove to be an efficient and economic measure of reinforcement of sandy soils in
some parts of Fiji.
2. Bamboo Fiber
This Shear Strength experiment was done by (Devi & Jempen, 2016).
Direct Shear Test is castoff in the direction of find the shear strength parameter. The three
diverse standard stresses practical for individually set of trials are: 0.5 kg/cm², 1 kg/cm², 1.5
kg/cm².
Bamboo fiber remained castoff in this study work. Amongst the types of bamboo accessible
the one with
from top to bottom tensile strength also obtainability in the area was chosen. Fiber length of
20mm and 30mm was taken.

30. The direct shear trials are done on the bamboo strengthened soil by diverse fraction of the
bamboo fiber. The water percentage and concentration of the soil remained maintaining as
13% also 18 kN/m
2
(close to OMC also MDD).
Unreinforced Soil
The result displays the standard stress (σ) against shear stress (τ) graph for unreinforced soil.
The experiment results.
Reinforced Soil

31. The rise in span of fiber also rises the shear strength limits. Therefore, it is experiential that
the shear strength limits flinch dropping out there 4 percent of fiber mixer.
The outcomes display that shear strength limits of the fiber strengthened soil flinch increasing
until 4 percent of fiber for equally the span of the fiber.
3. Sisal
This Results were obtained by (Jiesheng et al., 2014).
Two resources be situated cast-off in this experiment: sisal fibers and clayey soil.
The sisal fibers were cut into 10 mm span pieces.
The clay is set by means of a sieve with a 4 mm mesh to brand the material finer.

32. Fig. 5 displays the relation among the all-out shear stress and the percent of fiber adding
4. Jute Fibre
The results obtained was done by (Yixian et al., 2016).
The fine-grained silty clay soil was used. This research castoff jute fiber as soil strengthening
material, which is solitary of the greatest economic also multiuse natural fibers around the
world.
A sequence of direct shear tests was done below 4 diverse perpendicular pressure (100, 200,
300 also 400 kPa). The soil samples cut after compacted soil by means of a cutting ring
through diameter of 61.8 mm also height of 20.0 mm
were sheared trendy a strain-controlled direct shear device until attainment failure of soil
samples.

33. It is detected from Fig. above that arbitrarily dispersed separate jute fiber enhanced the shear
strength of spread-out soil below dissimilar perpendicular stress, furthermore, the shear
strength rise remained a purpose of the fiber mixer and 0.6%fiber content subsidized to the
shear strength utmost.
Figures above displays the tendency amongst fiber content also the shear strength limitations
of fluctuating fiber length strengthened spread-out soil at the state of MDD and OMC.
.

34. Remaining Work
The enduring works for the project will be done next semester.
• Testing the strength of fibers
• Comparing the test result of geotechnical test of reinforced and non-reinforced soil
• Software analysis using Geo-Studio
• Determining the application method to be used to reinforce the soil

35. Gantt Chart
Tasks Wk
. 1
Wk
. 2
Wk.
3
Wk.
4
Wk.
5
Wk.
6
Wk.
7
Wk.
8
Wk.
9
Wk.
10
Wk.
11
Wk.
13
Wk.
14
Review
chapter 1
& 2
Work on
methodolo
gy
Preparatio
n of
methodolo
gy
Evaluation
of project
software
analysis
Review
evaluation
for final
cal.
Final
checking
Poster
preparatio
n
Submission
of final
report
Correction
done and
submission

36. Conclusion and Recommendation
To sum up the general journal had been a parameter in the arena of sustainable soil stabilization and
the chief emphasis of the journal was on stabilization of soil using natural fibers and waste material.
Therefore, it is known that when the soils is strengthened through fiber materials it strengthens the
soil and these properties are very useful in construction of foundation of structures like roads and
buildings.

37. Reference
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Bundela, A. K., Lamoria, A., Singh, B., Tiwari, A., Sharma, A. K., & Dhemla, P. (2015). Identification of
Weaker Subgrade Soil in Rajasthan and Increment of CBR by Jute Fiber as Additive.
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Butt, W. A., Mir, B. A., & Jha, J. N. (2016). Strength Behavior of Clayey Soil Reinforced with Human
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Chacko, S. S., & A, S. J. (2016). Experimental Investigation on Soil Reinforced with Bitumen coated
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Devi, D., & Jempen, B. (2016). Shear Strength Behaviour of Bamboo Fiber Reinforced Soil. November,
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