Soil Stabilization Using Shredded Rubber

This report investigates the stabilization of soil using shredded rubber tyre chips as a reinforcement material. It discusses the methodology, results, and implications of using waste rubber in improving the load-bearing capacity of weak soils. The study highlights the effectiveness of different percentages of rubber mixed with soil and compares the results with unreinforced soil, emphasizing the potential benefits for construction on soft ground.

STABILIZATION OF SOIL USING SHREDDED RUBBER TYRE CHIPS
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Summary
Constructing structures on a soft or weak soil is considered to be unsafe and therefore some
improvement and safety measures have been taken to help increase load bearing capacity of the
soil (Puppala, et al., 2010). In the recent research, tattered elastic rubbers from the waste
products are picked randomly then they are mixed with the cement such that they act as
reinforcement materials binding soil together hence they act as binding agents (Rinaldi, 2015)
(Monahan, 1994). These binding agents are randomly mixed into the soil in three different
percentages. That is 10 percent, 5 percent and 15 percent by weight of the soil. The research
focus on how to strengthen the soil and how soil behaviors after the reinforcement using the
shredded elastic rubber fibre (M. & Hoddinott, 1997). The samples were later presented to
California bearing ratio. The results are then compared with the soil that is unreinforced then
inferences are drawn where their usability and their effect is tasted (Calkins, 2008). The
reinforcement soil is used on pavement subgrade and raft foundation as rate operative tactic. The
high compressible and the low strength clay soil usually improve by addition of tattered elastic
rubber and cement (Jenkins, 2008).

Introduction
subgrade soil can be defined as a firmed layer usually of natural occurring indigenous soil which
is assumed have 300mm thickness, just underneath the pavement crust (Khatib, 2009). This
provides suitable foundation for the pavement. The subgrade bank is divided into two layers,
normally for advanced values than that of the lower part of the embankment (Hazarika & K.,
2007).
In areas that naturally occurring indigenous subgrade soil have limited engineering properties
and low strength for example in black cotton soil, an improved subgrade is used in a way of
cement treatment/ lime or by mechanical maintenance and other similar methods (Belles, 2011).
Literature
The effect of studying crumb elastic rubbers towards behavior of the soil
The research study which was done on two different models of soil and the particle size of
fragment rubber used to see to it that the soil was stable was ranging from 425 microns to 600
microns (Yong & Thomas, 1999). Test was carried out on both soil samples to the test conducted
so as to assess the usefulness of the soil steadiness with crumb elastic rubber. The UCS
experiments were carried on soil model crumb rubber blended and prepared at OMC together
with MDD which attained corresponding to the exact soil crumb rubber assortment. The soil
which was later blended with crumb rubber of about 10 percent, 5 percent, 20 percent and 15
percent (Shukla, 2017).

Wastes of tires which has pore of approximately 4.75 mm sieve are put to use in this study. The
use of sand is recommended as a subgrade material. Soil is now categorized as a well sorted soil
while flyash and murrum is considered as sub- base materials (Kent State University. Water
Resources Research Institute, 1997). The recommended percentage of waste products of elastic
rubber tyres chips and waste plastics by dry soil is mixed proportionally with subgrade soil and
recommended water equivalent to OMC is added to soil and firmed to maximum dry density. All
these investigations or rather research are done in the laboratory and its observed that result for
flyash as reinforcement with waste products of tyre rubber got soaked leading to increment in the
value of CBR from 4.0 to 8.0 which is equivalent to 6 percent. Murrum reinforcement with waste
products of tyre rubber is also observed to have soaked CBR leading to increase in its value from
8.0 to 13.32 which is equivalent to 5 percent. Therefore, the prime percentage for waste products
for tyre rubber mixed with flyash and murrum are 6 percent and 5 percent respectively. It evident
that the load for carrying capability on pavement has expressively increased for both the flyash
and murrum reinforcement with the waste products of tyre rubber reinforced with sub- base
model pavement rested on sand subgrade (Levin, 1993)
Research on question, Objective/ Aim and Sub goals
To find out the exact magnitude of solids using density bottle technique
The exact magnitude of compact particles is put as the proportion of mass density of compact to
liquid. It is then done in research laboratory using the below formula
Where

M1 is taken as the mass of unfilled bottle, M2 is taken as mass of a bottle plus dry soil, M3 is
taken as mass of the bottle, water and soil while M4 is said to be mass of the bottle fully packed
with water only
For this to be done, the following equipment are needed;
1. An oven with a temperature range of 1050 to 1100C
2. Vacuum pump
3. Vacuum desiccator
4. A density bottle of 50 l with a stopper
5. spatula
6. A water bath with constant temperature of 270C
7. A weighing balance of accuracy 0.001g
Procedure
1. The density bottle is washed then dried in an oven at 1050c to 1000c and the cooled in the
vacuum desiccator (Babu, et al., 2016).
2. The bottle is balanced with stopper to a nearest 0.001g
3. From the oven take 5 – 10g of dry soil then transfer it to the density bottle and weigh the
bottle plus its stopper and dry sample inclusive.
4. Add distilled water with no air in it to density bottle putting into consideration that it
should just cover the soil and then shake for the water and soil to mix.
5. Remove the stopper then place the bottle containing water in the desiccator.

6. Study a desiccator regularly checking the vacuum pump. Limit pressure to 20 mm of
mercury. The bottle is to be kept in desiccator vacuum for an hour or until it is noticed
that there if no water vapor is coming out.
7. Change the vacuum then take away lid covering desiccator. The soil is then stir slowly
with a spatula inside the bottle and before the spatula is removed, the soil on it is washed
with few drops of water free from air. The lid of desiccator is again removed and the
procedure is repeated until there is no water vapor coming out of the specimen. In case
the desiccator vacuum is not there, density bottle can be heated in a sand bath or water
bath
8. The bottle is removed from the desiccator vacuum. Water free from air is added to into
the bottle until it gets filled up and then insert the stopper.
9. In a constant temperature bath, insert the bottle up to its neck for about an hour or until
the bottle attains a constant temperature. Should water decrease in the bottle, stopper
should be removed and water free from air be added in the bottle then the old stopper is
replaced with a new stopper. The bottle is again placed inside water bath and then given
enough time so that the bottle and the contents inside it attains constant temperature.
10. The bottle is removed from the water bath, cleaned and dried from the outside.
11. Mass of the bottle and the content inside is then determined
12. The bottle is cleaned properly then bottle is filled with distilled water thereafter stopper is
inserted.
13. The bottle is immersed into a constant temperature for about an hour.
14. The bottle is taken out of the water bath, dried and then it’s mass is taken.

Theory
The definition for the free-range compressive strength is the proportion of letdown load to cross-
sectional area of the soil model when it is subjected to any adjacent pressure.
That is
qu = p /Ac
Ac = A0 /(1- €)
€ = ∆L /L0
Where,
qu= free-range compressive strength
failure load = p
Ac = fixed load at failure
∆L = change in length
A0 =initial area
L0 = initial length of sample
Loading rate doesn’t permit dissipation of pore liquid of liquid pressure hence the test is said to
be undrained. Sensitivity is defined as the proportion of free-range compressive strength of
unobstructed soil model to the free-range compressive strength of remoulded model at constant
moisture content.
Sensitivity = (qu) unbroken / (qu) remoulded

Procedure
1. The original distance and the distance of the sample which is measured
2. The sample is placed on lower dish and raised in order for specimen to get contact.
3. The compression of the dial gauge and the load gauge should be adjusted so that they
read zero.
4. Compression load is applied to give an axial stress at the proportion of 0.5 – 0.2 per
minute.
5. The reading of time intervals and that of the dial gauge are reported
6. The compression is continued with until it reaches 20 percent upright aspect or until the
specimen fail to do so, whichever comes first.
7. The failure pattern is sketched as failure angle is measured in regard to horizontal plane.
Relevance, Results and Outcome
A measure of a consistency of a cohesive soil is believed to be the unconstrained compressive
strength.
qu (kg/cm2) Soil consistency
< 0.25 extra soft
0.24 – 0.5 Soft
0.5 – 1 Average
1 – 2 Rigid
2 – 4 Extra rigid
>4 tough

Aim
The main of this investigation is to find out California manner ratio by conducing load dispersion
evaluation done in the laboratory.
Apparatus
 CBR mould, inside distance = 150 mm, total depth = 175 mm, with detachable
allowance collar, 50 mm high ,and detachable base plate,10 mm thick
 Spacer disk, 148 mm diameter, 47.7 mm high
 Rammers, not heavy compaction 2.6 kg, drop 310 mm: heavy compaction, 4.89 kg, drop
450 mm slotted masses, annular, 2.5 kg each, 147 mm diameter with a hole of 53 mm
diameter in the centre.
 Cutting neck, steel ,which is suitable to flush with the mould both from inside and outside
 measuring apparatus containing pricked dish, 148 mm diameter, with a thread screw in
the centre and an modifiable contact head to be fastened over the stem, and a metallic tripod
 Penetration piston, 50 mm diameter,100 mm long
 Loading device, capacity 50 KN, equipped with a movable head(or base)at a uniform rate
of 1.25 mm/minute
 Two dial gauges, accuracy 0.01 mm
 IS sieves, 4.75 mm and 20 mm size

Gantt Chat
Plot of task against duration in terms of Days is shown in the Gantt chart above
Conclusions
Constructing structures on a soft or weak soil is considered to be unsafe and therefore some
improvement and safety measures have been taken to help increase load bearing capacity of the
soil. In the recent research, tattered elastic rubbers from the waste products are picked randomly
then they are mixed with the cement such that they act as reinforcement materials binding soil
together hence they act as binding agents These binding agents are randomly mixed into the soil
in three different percentages. That is 10 percent, 5 percent and 15 percent by weight of the soil.
The research focus on how to strengthen the soil and how soil behaviors after the reinforcement
using the shredded elastic rubber fibre. The samples were later presented to California bearing

ratio. The results are then compared with the soil that is unreinforced then inferences are drawn
where their usability and their effect is tasted

Bibliography
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