This document provides an overview of jet grouting as a soil improvement technique. It defines jet grouting as injecting cement grout under high pressure and velocity to disaggregate soil and mix it with cement, improving soil properties. Three jet systems - simple, double, and triple - are described which use different combinations of cement, water, and air jets depending on soil type. Key parameters for jet grouting design like injection pressure and speed are outlined. The document also briefly explains the construction process, equipment used, and importance of quality control testing.

1. 1
AMINOR PROJECT REPORT
ON
SOIL/GROUND IMPROVEMENT TECHNIQUE
Submitted in partial fulfillment for award of the degree of
Bachelor of Technology
Submitted By Under the Guidance Of
Maaz Mansoor Mr. Mohd Azam
Mohd Atif Usmani (Assistant Professor)
Mohd Usama
Mohd. Andallah
Junaid
Department Of Civil Engineering
GLOCAL UNIVERSITY

2. 2
MIRZAPUR POLE SAHARANPUR UTTAR PARDESH
INDIA-247122
Certificate
This is to certify that the report prepared by Maaz Mansoor, Mohd Atif Usmani, Mohd
Usama, Mohd Andallah and Junaid under my/our supervision entitled “Soil/Ground
Improvement Technique” be accepted in partial fulfillment of the requirements for the award
of Degree of Bachelor of Technology in Civil Engineering.
Mr. Mohd Azam
Guide
Assistant Professor
Department of Civil Engineering
Glocal University, Saharanpur
Mr.Dhananjay Singh Shyamal
Head Of
Department of Civil Engineering
Glocal University, Saharanpur

3. 3
AKCKNOWLEDGEMENT
Firstly, we would like to thank here is Almighty for giving me so much. Many people whom we
thank below have unwaveringly stood beside me while we finished this report in record time,
guiding me, criticizing us and supporting us. We hope their effort pay off.
We thank Mr. Mohd Azamfor always being there no matter how stupidly or senselessly we have
acted.
Now to thank people who really matter my faculty member for they have been always been there
without them all this would still have been a distant dream.

4. 4
DECLARATION
We, Maaz Mansoor, Mohd Atif Usmani, Mohd Usama, Mohd Andallah and Junaid, hereby
declare that this report entitled “Soil/Ground Improvement Technique” is submitted to
theDepartment of Civil Engineering, Glocal University, Saharanpur, Uttar Pradesh, India for the
partial fulfillment of the requirements for the award ofDegree of the Bachelor of Technology in
Petroleum Engineering is prepared by me and the same has not been/is not being submitted to
any other Institution/University.
Maaz Mansoor (GU15R0002)
Department of Civil Engineering
Glocal University
Mohd Atif Usmani (GU15R0004)
Department of Civil Engineering
Glocal University
Mohd Usama (GU15R0010)
Department of Civil Engineering
Glocal University
Mohd Andallah (GU15R0013)
Department of Civil Engineering
Glocal University
Junaid (GU15R0018)
Date -18/05/2018 Department of Civil Engineering
Place - Glocal University Glocal University

5. 5
ABSTRACT
The ground can be improved by adapting certain ground improvement techniques. Vibro-
compaction increases the density of the soil by using powerful depth vibrators. Vacuum
consolidation is used for improving soft soils by using a vacuum pump. Preloading method is
used to remove pore water over time. Heating is used to form a crystalline or glass product by
electric current.
Ground freezing converts pore water to ice to increase their combined strength and make them
impervious. Vibro replacement stone columns improve the bearing capacity of soil whereas
Vibro displacement method displaces the soil. Electro osmosis makes water flow through fine
grained soils. Electro kinetic stabilization is the application of electro osmosis. Reinforced soil
steel is used for retaining structures, sloping walls, dams etc. seismic loading is suited for
construction in seismically active regions. Mechanically stabilized earth structures create a
reinforced soil mass.
The geo methods like Geosynthesis, Geo grid etc. are discussed. Soil nailing increases the shear
strength of the in-situ soil and restrains its displacement. Micro pile gives the structural support
and used for repair/replacement of existing foundations. Grouting is injection of pumpable
materials to increase its rigidity. The jet grouting is quite advanced in speed as well as techniques
when compared with the general grouting.
Rapid urban and industrial growth demands more land for further development. In order to meet
this demand land reclamation and utilization of unsuitable and environmentally affected lands
have been taken up. These, hitherto useless lands for construction have been converted to be
useful ones by adopting one or more ground improvement techniques. The field of ground
improvement techniques has been recognized as an important and rapidly expanding one.

6. 6
Contents
CHAPTER 1st
.....................................................................................................................................7
Introduction....................................................................................................................................8
Definition and Importance of the Technique:- ...............................................................................9
Jet grouting should be used under the following conditions:-..........................................................9
Ground Improvement Methods & Design:- .................................................................................11
CHAPTER-2nd
..................................................................................................................................12
JET GROUTING..........................................................................................................................13
Jet Systems:-.............................................................................................................................13
Jet Grouting parameters:-...........................................................................................................14
Constructive process and equipment:-.........................................................................................15
Quality control:-........................................................................................................................16
Advantages and disadvantages:- .................................................................................................16
CHAPTER 3rd
..................................................................................................................................17
Proctor Test..................................................................................................................................18
Theory:-....................................................................................................................................18
Need &scope:- ..........................................................................................................................18
Procedure:- ...............................................................................................................................18
SOIL IMPROVEMENT WITH LIME............................................................................................20
Introduction:-............................................................................................................................20
Different tests are performed in this project, which are listed below:-............................................20
SOIL STABILIZATION METHODS AND MATERIALS..............................................................22
INTRODUCTION:- ..................................................................................................................22
Stabilizing Agents:-...................................................................................................................23
Conclusion:-.................................................................................................................................24
Reference.....................................................................................................................................25

7. 7
CHAPTER 1st

8. 8
Introduction:-“The process in which in-situ soils are improved for the support of the
foundations in known as ground improvement”.
In the early times before the advancement in the geotechnical engineering, the only chance for
the foundation engineers was to design the foundation matching to the sub soil conditions at the
provided site. But now a day due to the improvements in geotechnical techniques and with the
help of latest technology it is possible for us to modify the weak foundation soil to the strength
and compressibility characteristics to suit the foundation of our choice. Thus these geotechnical
processes of improving the quality of the foundation soil to our desired quality are called as
ground improving techniques. The changes made through the process are permanent and are not
effected with the passage of time or due to change in the weathering condition. The main
objective of these processes is to increase the density and shear strength parameters and to
decrease the compressibility, permeability and the settlement, which makes the soil more water
resistant, durable and stable.
Its presents a brief overview of the various ground improvement techniques in existence as well
as an explanation of the importance of the Jet grouting technique, in particular. In addition, this
chapter offers a definition and provides a description of the historical evolution of the ground
improvement technique under study.
The application of ground improvement techniques has become increasingly frequent in recent
times, given that urban areas suffer from a high level of occupation and that, when available,
these same soils tend to be of poor quality for construction. As such, a need to develop various
ground improvement techniques-was perceived.
Some examples of ground improvement techniques include: Preloading; Trench;
Vibrocompaction; Pile-driving; Pudding “in situ”; Dynamics and explosive pudding; Thermical
Treatment; Jet grouting e Deep Mixing; transfer platforms. Among these drainage ditches,
vibrocompaction, Jet grouting and Deep Mixing are highlighted.
It is possible following an adequate analysis of the situation in question, to chose the most
suitable technique, according to the conditionals, including type of soil, water table, frontier
conditions, among others.

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Definition and Importance of the Technique:-
The ground improvement technique, known as Jet grouting, aims to improve the geotechnical
characteristics of the soil. This technique takes place solely within the soil without previous
excavation necessary, via the injection of cement grout under high pressure (from 20 to 40 MPa)
and high velocity. The injection of cement grout takes place via horizontal jets resulting from the
transformation of potential energy from the pumping of the cement grout into kinetic energy.
This energy is able to disaggregate the natural structure of the soil, thereby mixing the soil
particles with the cement grout which, in turn, creates a substance with improved mechanical
characteristics and decreased permeability when compared to the original soil.
It is worth noting that this technique does not require previous excavation and may be executed
in any type of soil (see figure 1), utilizing different directions, and within the soil layers strictly
necessary. This technique offers great potential when compared to other soil techniques, making
Jet grouting a very competitive alternative
Jet grouting should be used under the following conditions:-
 When the soil offers insufficient resistance to support a loading change, or shift, in its
respective stress state, via incrementation (cargo capacity) or relief (excavation);
 When the soil is excessively permeable, unable to impede undesirable subterranean water
flow.
Figure 1-Jet Grouting versatility

10. 10
The Jet grouting techniques offers great versatility in what concerns soil improvement, given that
it can be applied to a wide variety of soil types. It may be used in incoherent soil, such as sand,
gravel, and duly recessed, as well as in cohesive soils such as clay and silt (see figure 1).

11. 11
Ground Improvement Methods & Design:-
There are various treatment techniques that are available to improve the condition of poor or
unstable ground by altering the nature of the soil insitu. For example, where loose sands or man-
made fill are encountered, deep densification methods can be used to increase the density of the
material to a degree that allows for construction of shallow foundations or, in the case of loose
sands, mitigates potential for liquefaction during a seismic event. Otherwise, costly over-
excavation of the unsuitable material or deep foundations may be required. GZA engineers have
extensive experience with the design and construction of several types of ground improvement
techniques, and are aware of their appropriate applications and limitations.
GZA looks at each project and each site independently and regularly develops economical
alternatives to conventional foundation systems. Ground improvement is a method which has
been successfully implemented by GZA on several projects, often times as value engineering
alternates, thus saving the Contractor time and money. Examples of applications include
dynamic compaction of loose silty sands to improve stability and mitigate liquification; chemical
grouting for groundwater control during soft ground tunneling; soil mixing to increase wall
stability for future dredging operations; and jet grouting to facilitate jacking of an historic
structure that settled. The various techniques that may be employed include:
 Jet Grouting
 Chemical and Permeation Grouting
 Compaction Grouting
 Soil Mixing
 Deep Densification (vibro compaction, deep dynamic compaction)
 Stone Columns
 Blast-induced Compactions
 Preloading/Surcharging
 Geosynthetics and Soil Reinforcement
 Cement/Lime Stabilization
Project applications include embankments for highways and rail, bridges, buildings, tunnels,
underpinning of structures, site development, dams and waterfront structures.

12. 12
CHAPTER-2nd

13. 13
JET GROUTING
Jet Systems:-
The Jet grouting technique has evolved significantly, in order to better suit the diverse situations
in which it has been applied. As such, there was perceived a need to develop various injection
systems, which are as follows.
 Jet System 1 or simple;
 Jet System 2 or double;
 Jet System 3 or triple.
The choice of the injection system should be the most appropriate, taking into consideration the
characteristics of the soil, the objectives of the intervention, the deadline of the construction and
associated costs, thereby achieving the desired characteristics and providing the best possible
column behaviour. With respect to the simple jet system, this system injects only cement grout at
high pressure in coherent soils with a 5 <Nspt <10 and in incoherent soils with a Nspt <20,
(figure 2). Regarding the double jet system, this system provides not only a cement grout jet but
also a second water or compressed air jet. This system is applied in coherent soils with a Nspt
<10 and in incoherent soils with a Nspt <50. The procedure is similar to that used by the simple
jet system. However, various coaxials are utilized, that is to say that during the injection phase,
the cement grout circulates via the interior feed rods at high pressure and the compressed air,
generated by a compressor, passes through the ring space, with the two feed rods serving as
frontiers. At the common exit site, the grout jet is surrounded by compressed air, thereby
increasing its range. This system is used to stabilize soils, impervious panels and to foundations
reinforcement (figure 3). Lastly, the triple jet system likewise possesses two nozzles. One injects
cement grout while the other injects compressed air and water (see figure 4). This method aims
to halt the effects of soil erosion and to fill and/or mix the disaggregated soil. Each jet possesses
a different purpose.
 The water jet is used to destroy the structure of the soil. Part of the injected water exits
via the hole, bringing with it some of the eroded soil.
 Air nozzle: Air is injected through the same water nozzle surrounding it and increasing
the disruptive effect. The air jet also causes the emulsion of the mixture water and soil
erosion reducing its density and facilitating their exit to the outside.
 Grout nozzle: The grout injected through a second nozzle positioned below the air and
water nozzle, mixes with the soil, resulting in a solidified body.

14. 14
It can be performed in consistent soil of Nspt <15 and in incoherent soils of Nspt <50. It is
generally used in foundation building, excavations, soil permeability reduce and soil
stabilization.
Jet Grouting parameters:-
To better adapt the technique to the soil it is necessary to perform geotechnical analysis to
determine soil conditions. So through that information can adopt the most appropriate system Jet
to the soil type. The essential characteristics of the geotechnical analysis are aggregate grading,
density, water content, cohesion and soil friction angle. It is through these factors that the system
and the construction process are defined. Knowledge of characteristics is possible through “in
situ” and laboratory tests.
It appears that the larger aggregate grading greater diameters are obtained for the columns. Soils
that have a higher amount of fines – clays and silts resulting in smaller column diameter since it
has greater plasticity and therefore greater consistency and cohesion, thus increasing the difficult
of disintegration the grain and unite them to cement. It cases the application of higher pressures
in grouting. However, the opposite happens with grosser soil – sands and gravels as it has almost
no cohesion, thus facilitating their disintegration. Note that the initial soil characteristics are one
high importance aspect since this technique doesn’t result from the replacement of soil but a
mixture of binder with soil.
Figure 2-Jet System 1 or simple Figure 3-Jet System 2 or double Figure 4-Jet System 3 or triple

15. 15
When it wants to perform a Jet grouting work is necessary to define a set of parameters in the
project design, such as:
 Uplifting speed;
 Rotation speed;
 Binder fluid pressure;
 Grout injection;
 Flow injected;
 Number of nozzles;
 Water/cement ratio.
Jet grouting technique is unique in that it can be applicable in almost any situation, since no
excavation is required for its implementation and equipment are relatively small when compared
with other equipment in civil engineering. The technique can be applied with several geometries
depending on the objective, such as:
 Circular columns;
 Semi-circular columns;
 Circular sector columns;
 Simple panel;
 Mixed solution with panels and columns.
Constructive process and equipment:-
As mentioned in chapter 1, Jet Grouting technique has the purpose of disintegrateing the original
soil and mix it with cement grout, improving soil qualities.
This process comprises three main phases:
 Cut: The initial soil structure is disintegrated and the soil fragments are dispersed by the
action of one or more horizontal jets of high velocity.
 Mixing and partial replacement: Some soil particles or soil fragments are replaced and
the others are mixed with the injected grout.
 Cementing: The soil particles or soil fragments are bonded together becoming
consolidated body.
However, the building process begins at drilling and, afterwards, the grout is injected as
described above, and finally the column is sealed.
The equipment used in the application technique are the cement silo, central mixer, injection
pump, compressor (Jet 2 and Jet 3) and the drilling/injection machine.

16. 16
Quality control:-
The quality control has a high relevance in a project since it is difficult to ensure that the
parameters described at design, regarding the Jet Grouting technique, correspond to those
obtained.
Thus, it is necessary to perform test-columns in order to define if the adopted parameters are
acceptable. After a test column is executed, the visual geometry is inspected and subsequently
some specimens are collected, in order to perform laboratory test such as the uniaixal
compression test. During the execution of the Jet Grouting technique, the following parameters
are observed, through equipment software: drilling speed; drilling pressure; drilling depth;
cement quantity consumed; injection pressure and pass.
The importance of the occurrence of reflux must be addressed. If there is no reflux, the
information of jet columns may be compromised by the formation of balls instead. Reflux must
submit a soil, thus demonstrating that the soil-cement mixture is developing as desired.
Advantages and disadvantages:-
The versatility of this technique must be highlighted, since it can be applied to a wide range of
soil types and is not conditioned by the soil’s permeability in question, as well as work’s
efficiency is greater when compared with traditional solutions.
Jet grouting technique presents a very wide applicability, since it can be used in places of limited
space, such as excavations and tunnels, as well as in places of difficult accessibility. Jet machines
can be small and not very heavy therefore easy to move. Another very important aspect when
building in urban areas are noise and vibration control. The Jet grouting came improve these
effects resulting in reduced noise and vibration.
However, the limited tensile resistance, as well as the technique’s strict quality control are
needed in order to obtain an element in Jet grouting with the characteristics set out in draft. The
risks of ground lifting, subsoil settlement and subsoil’s chemical aggressiveness are the main
constraints of this technique that should be avoided through a strict quality control.

17. 17
CHAPTER 3rd

18. 18
Proctor Test
Theory:-
In geotechnical engineering, soil compactions the process in which a stress applied to a
soilcauses densification as air is displaced from the pores between the soil grains. It is an
instantaneous process and always takes place in partially saturated soil (three phase system). The
Proctor compaction test is a laboratory method of experimentally determining the optimal
moisture content at which a given soil type will become most dense and achieve its maximum
dry density.
Need &scope:-
Determination of the relationship between the moisture content and density of soils compacted in
a mould of a given size with a 2.5 kg rammer dropped from a height of 30 cm. the results
obtained from this test will be helpful in increasing the bearing capacity of foundations,
Decreasing the undesirable settlement of structures, Control undesirable volume changes,
Reduction in hydraulic conductivity, Increasing the stability of slopesand so on.
Procedure:-
1. Take a representative oven-dried sample, approximately 5 kg in the given pan.
Thoroughly mix the sample with sufficient water to dampen it with approximate water
content of 4-6 %.
2. Weigh the proctor mould without base plate and collar. Fix the collar and base plate.
Place the soil in the Proctor mould and compact it in 3 layers giving 25 blows per layer
with the 2.5 kg rammer falling through. The blows shall be distributed uniformly over the
surface of each layer.
3. Remove the collar; trim the compacted soil even with the top of mould using a straight
edge and weigh.
4. Divide the weight of the compacted specimen by 944 cc and record the result as the
bulkdensity Pbulk.
5. Remove the sample from mould and slice vertically through and obtain a small sample
for water content. Th
6. oroughly break up the remainder of the material until it will pass a no.4 sieve as judged
by the eye. Add water in sufficient amounts to increase the moisture content of the soil
sample by one or two percentage points and repeat the above procedure for each
increment of water added. Continue this series of determination until there is either a
decrease or no change in the wet unit weight of the compacted soil.

19. 19
A Can weight (g) 19.8 23.8 21.8 23.7
B Can weight+wetsoil (g) 41.4 55.6 37.4 51.2
C Can weight+drysoil (g) 40.8 53.6 36.2 47.6
D weigrtof water (g) (B-C) 0.6 2 1.2 3.6
E weightof drysoil (g) (C-A) 21 29.8 14.4 23.9
F Moisture content% (D/E*100) 2.86 6.71 8.33 15.06
G Dry Density 5.92 5.99 5.61 5.03
H Moisture content 0.28 0.067 0.084 0.151
Table 1-Proctor Test with soil without lime

20. 20
SOIL IMPROVEMENT WITH LIME
Introduction:-
Lime stabilization is a method of chemically transforming unstable soils into structurally sound
construction foundations. Lime stabilization is particularly important in the construction of
highway for modifying subgrade soils, subbase materials, and base materials. The improved
engineering characteristics of materials which are treated with lime provide important benefits to
portland cement concrete (rigid) and asphalt (flexible) pavements. Lime stabilization creates a
number of important engineering properties in soils which includes improved strength;
Improved resistance to fracture, fatigue, and permanent deformation; reduced swelling; and
resistance to the damaging effects of moisture. The most substantial improvements in above said
properties are seen in moderately to soils with high plasticity, such as heavy clays. Then soil
stabilization occurs when lime is added to a reactive soil to generate long-term strength gain
through a pozzolanic reaction. That reaction produces stable calcium silicate hydrates and
calcium aluminate hydrates as the calcium from the lime reacts with the aluminates and silicates
solubilized from the clay. This pozzolanic reaction can continue for a very long period of time,
even decades -- as long as enough lime is present and the pH remains high (above 10). As a
result of this, lime treatment can produce high and long-lasting strength . Lime in the form of
quicklime (calcium oxide – CaO), hydrated lime (calcium hydroxide – Ca[OH]2), or lime slurry
can be used to treat the soils. Hydrated lime is created when the quicklime chemically reacts with
water. It is hydrated lime that reacts with particals of clay and permanently transforms them into
a strong cementious matrix.
Different tests are performed in this project, which are listed below:-
 Modified Proctor Test
 Unconfined Compressive Test
 Plasticity Index (PI)
Soil used for these experiments was classified as sandy soil. Then the Modified Procter Tests
were performed to find the maximum dry density and optimum moisture content for virgin soil
and for soil with different percent of lime. The unconfined compressive tests were performed in
the laboratory to find the effect of lime with different percentage on soil. The results of tests are
given below:
We Use Proctor Compaction Test
I Can weight (g) 23.6 273 319.9 357.1

21. 21
J Can weight+wetsoil+lime (g) 50.4 319.9 357.1 397.6
K Can weight+drysoil+lime (g) 49.5 316 352.9 393.1
L weigrtof water (g) (B-C) 0.9 3.9 4.2 4.5
M weightof drysoil+lime (g) (C-A) 25.9 43 33 36
N Moisture content+lime% (K/L*100) 3.47 9.07 12.73 12.50
O Dry Density 4.67 4.49 4.34 4.48
P Moisture content 0.035 0.091 0.128 0.125
Table 2-Protor test reading with lime

22. 22
SOIL STABILIZATION METHODS AND MATERIALS
INTRODUCTION:-
Site feasibility study for geotechnical projects is of far most beneficial before a project can take
off. Site survey usually takes place before the design process begins in order to understand the
characteristics of subsoil upon which the decision on location of the project can be made. The
following geotechnical design criteria have to be considered during site selection.
 Design load and function of the structure.
 Type of foundation to be used.
 Bearing capacity of subsoil.
In the past, the third bullet played a major in decision making on site selection. Once the bearing
capacity of the soil was poor, the following were options:
 Change the design to suit site condition.
 Remove and replace the in situ soil.
 Abandon the site.
Abandoned sites due to undesirable soil bearing capacities dramatically increased, and the
outcome of this was the scarcity of land and increased demand for natural resources. Affected
areas include those which were susceptible to liquefaction and those covered with soft clay and
organic soils. Other areas were those in a landslide and contaminated land. However, in most
geotechnical projects, it is not possible to obtain a construction site that will meet the design
requirements without ground modification. The current practice is to modify the engineering
properties of the native problematic soils to meet the design specifications. Nowadays, soils such
as, soft clays and organic soils can be improved to the civil engineering requirements. This state
of the art review focuses on soil stabilization method which is one of the several methods of soil
improvement.
Soil stabilization aims at improving soil strength and increasing resistance to softening by water
through bonding the soil particles together, water proofing the particles or combination of the
two (Sherwood, 1993). Usually, the technology provides an alternative provision structural
solution to a practical problem. The simplest stabilization processes are compaction and drainage
(if water drains out of wet soil it becomes stronger). The other process is by improving gradation
of particle size and further improvement can be achieved by adding binders to the weak soils
(Rogers et al, 1996). Soil stabilization can be accomplished by several methods. All these
methods fall into two broad categories

23. 23
Stabilizing Agents:-
These are hydraulic (primary binders) or non-hydraulic (secondary binders) materials that when
in contact with water or in the presence of pozzolanic minerals reacts with water to form
cementitious composite materials. The commonly used binders are:
 cement
 lime
 fly ash
Cement:-
Cement is the oldest binding agent since the invention of soil stabilization technology in 1960’s.
It may be considered as primary stabilizing agent or hydraulic binder because it can be used
alone to bring about the stabilizing action required (Sherwood, 1993; EuroSoilStab, 2002).
Cement reaction is not dependent on soil minerals, and the key role is its reaction with water that
may be available in any soil (EuroSoilStab, 2002). This can be the reason why cement is used to
stabilize a wide range of soils. Numerous types of cement are available in the market; these are
ordinary Portland cement, blast furnace cement, sulfate resistant cement and high alumina
cement. Usually the choice of cement depends on type of soil to be treated and desired final
strength.
Hydration process is a process under which cement reaction takes place. The process starts when
cement is mixed with water and other components for a desired application resulting into
hardening phenomena. The hardening (setting) of cement will enclose soil as glue, but it will not
change the structure of soil (EuroSoilStab, 2002). The hydration reaction is slow proceeding
from the surface of the cement grains and the centre of the grains may remain unhydrated
(Sherwood, 1993). Cement hydration is a complex process with a complex series of unknown
chemical reactions (MacLaren and White, 2003). However, this process can be affected by
 Presence of foreign matters or impurities
 Water-cement ratio
 Curing temperature
 Presence of additives
 Specific surface of the mixture.
Depending on factor(s) involved, the ultimate effect on setting and gain in strength of cement
stabilized soil may vary. Therefore, this should be taken into account during mix design in order
to achieve the desired strength. Calcium silicates, C3S and C2S are the two main cementitious
properties of ordinary Portland cement responsible for strength development (Al-Tabbaa and
Perera, 2005; EuroSoilStab, 2002). Calcium hydroxide is another hydration product of Portland
cement that further reacts with pozzolanicmaterials available in stabilized soil to produce further
cementitious material (Sherwood, 1993). Normally the amount of cement used is small but
sufficient to improve the engineering properties of the soil and further improved cation exchange
of clay. Cement stabilized soils have the following improved properties:

24. 24
 Decreased cohesiveness (Plasticity)
 Decreased volume expansion or compressibility
 Increased strength (PCA-IS 411, 2003).
Conclusion:-
Jet grouting technique depends on several factors in order to achieve the intended final result,
among which the soil characteristics, the Jet grouting parameters and objective of the
implementation stand out. In order to select the appropriate Jet system and define the ideal
parameters is necessary to gather all the relevant geotechnical information. The test columns are
performed in order to validate the correspondence between the values registered in situ and what
is defined in the project. In this context, quality control in stage procedure is of special relevance.
 Lime is used as an excellent soil stabilizing materials for highly active soils which
undergo through frequent expansion and shrinkage.
 Lime acts immediately and improves various property of soil such as carrying capacity of
soil, resistance to shrinkage during moist conditions, reduction in plasticity index,
increase in CBR value and subsequent increase in the compression resistance with the
increase in time.
 The reaction is very quick and stabilization of soil starts within few hours.
 The graphs presented above give a clear idea about the improvement in the properties of
soil after adding lime.

25. 25
Reference
 DALLAS N. LITTLE, et.al. Cementitious Stabilization A2J01: Committee on
Cementitious Stabilization Chairman: Roger K. Seals, Louisiana State University.
 Chaddock, B. C. J., (1996), “The Structural Performance of Stabilized Road Soil in
Road Foundations,” Lime stabilization. a. Thomas Telford.
 Ekstrom, J.C., 1994. “Checking of Limee and Lime/Cement Columns – A Method
Under Development.” Swedish Geotechnical Society, Stockholm, Sweden
 Basma, A. A., and Tuncer, E. R., (1991), “Effect of Lime on Volume Change and
Compressibility of Expansive Clays,” Transportation Research Record No. 1295.
5. Dawson, R. F., and McDowell, C., (1961), “A Study of an Old Lime-Stabilized
Gravel Base,” Highway Research Board, Lime Stabilization: Properties, Mix Design,
Construction Practices and Performance, Bulletin 304.
 Al-Tabbaa, A. and Evans, W.C. (2005). Stabilization-Solidification Treatment and
Remediation: Part I: Binders and Technologies-Basic Principal. Proceedings of the
International Conference on Stabilization/Solidification Treatment and Remediation
(pp. 367-385). Cambridge, UK: Balkerma.
 Beeghly, J. (2003). Recent Experiences with Lime- Fly Stabilization of Pavement
Subgrade Soils, Bas, and Recycled Asphalt. International Ash Utilization Symposium
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