Surfactant Modified Bentonite Characterization.pptx

Surfactant Modified Bentonite Characterization:
Effects and Comparative Analysis
PRESENTED BY :
PARSANA BHOOMIKA D.
( MG004)
Department of Civil Engineering
Faculty of Technology
DHARMSINH DESAI UNIVERSITY
NADIAD-387001
GUIDED BY :
Prof. Samirsinh P Parmar
Dr. MANISH DIXIT
Dr. ATINDRA SHUKLA
1

OUTLINE OF THE PRESENTATION
1. Introduction
2. Aim and Objective of the study
3. Scope and Motivation behind the study
4. Literature review
5. Classification of expansive soil
6. Mechanics of swelling
7. Experimental work done
7.1 Methods of treatment of the soil using zycosil
7.2 Treatment of soil using Benzalkonium chloride
7.3 Identification of soil properties
7.4 Results for nanotechnology’s instrumentation technique
8. Conclusion
9. Future scope
10. References
2

1. Introduction
 In this era of science and technologies, people wants themselves to be upgraded with
latest technologies at each and every step, so why not to upgrade our civil
engineering especially geotechnical engineering with this new technology?
 Keeping this idea of technology in mind, this dissertation is carried out.
 Generally water is great destroyer for soil, especially for expansive soil.
 So in this dissertation an attempt was made to hydrophobized the soil, so that instead
of being water loving soil becomes water repellent.
3

 Expansive soils are worldwide problem faced by civil engineer. Any structure
located on expansive clay may be subjected to large magnitudes of pressures due to
development of swelling pressure when moisture content of clay increases. When
moisture content of clay decrease settlement problem create in structure, due to
differential settlement structure get damage.
 The swelling phenomena is considered as one of the most serious challenge which
the foundation engineer faces, because of the potential danger of unpredictable
upward movements of structures founded on such soils.
 So by combining interdisciplinary branch, this dissertation is carried out to reduce
swelling properties and to modify the textural properties of bentonite clay.
4

2. AIM AND OBJECTIVE OF THE STUDY
 The objective of this dissertation work is to reduce the swelling pressure of
bentonite clay by changing nano scale textural properties. Further to study the
physico-chemical properties in modified bentonite by using various analytical
techniques.
 In this dissertation swelling pressure was evaluated using consolidometer test
method. Generally the swelling properties are directly proportional to the
hydrophilicity. So as to reduce the hydrophilicity and to increase the hydrophobicity
of bentonite clay, the clay was treated with zycosil and quaternary ammonium
surfactants separately.
 After the treatment of the soil, effect of the surface modification on geotechnical
properties was examined and also swelling potential using consolidometer had
performed to make comparison between the treated and untreated soil.
5

 The physico-chemical properties in modified bentonite is analysed using
nanotechnology instrumentation techniques such as Particle size analysis, Wettabilty,
Infra-red spectroscopy, Rheological properties, TGA, BET surface area, pH values, zeta
potential, contact angle, XRD etc had performed for treated and untreated soil so as to
examine the changes at molecular level. The objective behind the treatment of the soil is
to prepare the blended CNS layer.
 The comparisons between the soil sample, surface coated soils (i.e. soil treated using
zycosil) and cation exchange soil (i.e. soil treated with QAS) was done, to check the
reduction in swelling potential, meet criteria to prepare blended CNS layer and finally is
conclude which solution is best for treating the soil.
6

3. SCOPE AND MOTIVATION BEHIND THE WORK
 The swelling potential of bentonite clay is evaluated in soil laboratory using consolidometer test
method. Using the untreated soil test to evaluate the as particle size, zeta potential, Wettabilty,
Rheological properties, Infra-red, BET surface area, pH, TGA, XRD, contact angle, etc. was carried
out at nanotechnology laboratory.
 Now the same soil was treated with Zycosil and quaternary ammonium surfactants separately to
improve the properties of bentonite clay and again by using treated soil the same tests had performed
to examined the change at molecular level.
 At last again the swelling potential was evaluated for treated soil using consolidometer test method
at soil laboratory to see how much will be the reduction in the swelling potential after the treatment
of the soil and to check if can prepare blended CNS layer from treated soil. Also the comparisons
between treated and untreated soil has done to notice the change in surface modification at
molecular level.
8

4. LITERATURE REVIEW
Expansive soil
There are two fundamental molecular structures as the basic units of the lattice structure of clay soils.
 Silica tetrahedron
 Alumina octahedron
Clay minerals: Kaolinite group
Diagrammatic Sketch of the Kaolinite group (after USGS, 2001)
9

Mica-like group:
Illite
Diagrammatic sketch of the Illite (after USGS, 2001)
10

Smectite group:
Montmorillonite : Bentonite
Diagrammatic Sketch of the Montmorillonite (after USGS, 2001)
11

5. CLASSIFICATION OF EXPANSIVE SOILS
 USBR classification system
Colloid
content
Percent minus
0.001mm
Plasticity
index
Shrinkage
limit
Probable
expansion
Percent
volume
change
Degree of
expansion
>28 >35 <11 >30 Very high
20-13 24-41 7-12 20-30 High
13-23 15-28 10-16 10-30 Medium
>15 <18 >15 <10 low
12
Before treatment
After treatment

6. MECHANICS OF SWELLING
 Swelling of expansive soils will take place under change in the environment of the soil.
Environmental change can consist of pressure release due to excavation, desiccation
caused by temperature increase and volume increase because of the introduction of
moisture. By far the most important element and of most concern to the practicing engineer
is the effect of water on expansive soil.
Factors influencing Swelling
 Soil characteristics
Microscale factors (clay mineralogy and soil water chemistry)
Macroscale factors (plasticity and density)
 Environmental conditions
 State of stress
13

RANK KINJAL P.: swelling potential of different expansive soil placed at
different dry density and initial moisture content
 The swelling phenomena is considered as one of the most serious challenge which
the foundation engineer faces, because of the potential danger of unpredictable
upward movements of structures founded on such soils.
 It is observed that swell pressure increases with increasing initial dry density and
they decrease with increasing initial water content and it is also observed constant
volume method swell pressure 1% to 5% grater compare to Consolidometer
method but difference between both very small result obtained are reliable.
14

N. K. AMETA, DR. D. M. PUROHIT, A. S. WAYAL: Characteristics, Problems
and Remedies of Expansive soils of Rajasthan, India
 The present paper deals with the properties of expansive soils of Rajasthan, India
at various locations. The expansion of soil is due to imbalance electrical charge
and CEC of sodium based ion, so they tried to replace this sodium ion by
inorganic substance.
 They used gypsum for reduction and concluded that it is effective.
15

Surface science and Nanotechnology
 Nanoscience and nanotechnology are the study and application of extremely
small things and can be used across all the other science fields, such as
chemistry, biology, physics, materials science and engineering.
 The ideas and concepts behind nanoscience and nanotechnology started with a
talk entitled “There’s Plenty of Room at the Bottom” by physicist Richard
Feynman at an American Physical Society meeting at the California Institute of
Technology (CalTech) on December 29, 1959, long before the term
nanotechnology was used.
16

Instrumentation technique Information obtained
Fourier transformation Infra-red
spectroscopy
Presence of functional group
Thermogravemetric analysis Weight loss
X-Ray diffraction d- spacing, crysatllinity
Zeta sizer Size, surface charge
Surface tensio meter wettability
Contact angle Contact angle
Rheometer Rheological properties
BET surface analyzer Surface area
17

FT-IR instrument TGA instrument
18

X-RAY diffraction instrument Zeta sizer
19

surface tensio meter contact angle instrument
20
Diagram of an apparatus for
measuring liquid (water or oil)
penetration
into the clay.

Rheometer BET surface area analyzer
21

MOHD RAIHAN TAHA, OMER MUHIE ELDEEN TAHA: Influence of nano-
material on the expansive and shrinkage soil behavior
 This paper presents an experimental study performed on four types of soils mixed
with three types of nano-material of different percentages. The expansion and
shrinkage tests were conducted to investigate the effect of three type of nano-
materials (nano-clay, nano-alumina and nano-copper) additive on repressing
strains in compacted residual soil mixed with different ratios of bentonite.
 Finally they concluded that use of nano copper is effective than nano clay and
nano copper.
22

 The montmorillonite clays were modified with quaternary ammonium salts
(QASs) having different alkyl chain lengths and a benzyl substitute group. The
modified organoclays were characterized by different analytical techniques. The
wettability and hydrophilicity/hydrophobicity of the modified clays was
evaluated using water or oil penetration (adsorption) and contact angle
measurements.
ATINDRA D. SHUKLA:Controlling wettability and hydrophobicity of
organoclays modified with quaternary ammonium surfactants
23

(a) MMT; (b) MMTQAS-B16; (c) MMTQASB14;(d) MMTQAS-16; (e) MMTQAS 14; (f)
MMTQAS-12.
24

XRD patterns of MMT and organic MMT clays
25

Schematic illustration of the arrangement of surfactant in interlayer and on surface of clay.
26

7. EXPERIMENTAL WORK
7.1 Methods of treatment of the soil using zycosil
For treating 100gms of soil sample, take a 5ml of zycosil solution and dissolve it in 95ml water.
Now from this dilution take a solution and mix it in the soil then keep it for drying till it gets dry.
After drying, again add the same quantity of solution as taken before and keep it for drying till it
gets dry. The amount of solution added in water will differ as our need of requirement of
hydrophobicity.
Schematic diagram for zycosil treated silicates
Procedure:
27

Sample prepared are:
Sr. No. Dilution ratio Concentration
1 1: 20 (95ml water, 5ml
solution)
50% (50ml is added in
100gm of soil)
2 1:20 40%
3 1:20 30%
4 1:20 20%
5 1:20 15%
6 1:20 40% ones
7 1:10 (90ml water, 10ml
solution)
50%
8 1:10 40%
After testing these many samples we have concluded that 1:20 at 40% for one time
can be proper for this dissertation work. So soil sample will be prepared in bulk later.
28

Free Swell test
For 1:20 at 50% For 1:20 at 40% For 1:20 at 30%
29

7.2 Treatment of soil using Benzalkonium chloride:
 Take 1lit of water and add 50ml (50% wt. by wt.) of benzalkonium chloride in it. Now
check the pH of the solution by pH strip. If pH is ~ 4 then it is ok otherwise maintain in ~4
by adding Hydrochloric acid in the solution. Because maximum exchange of ions takes
place in acidic medium, the solution has been acidified.
 After maintaining the pH add the clay in the solution and keep it for stirring on magnetic
stirrer for12hrs. Then filter it by maintaining proper vacuum, at last keep it for oven
drying. Similarly treatment for 5kgs of soil is done.
30

Magnetic stirrer Filtration and vaccum pump arrangement
Treatment of Soil using QAS
31

7.3 Identification of soil properties
Test Untreated clay Soil treated with
zycosil (40%
final)
Soil treated with
QAS
Liquid limit 75% 47% 60%
Plastic limit 25% 30% 32%
Shrinkage limit 8.19% 18.05% 33.70%
Specific gravity 2.58 2.22 1.37
Optimum
moisture content
25% 24% 26%
Maximum dry
density
1.47gm/cc 1.44gm/cc 1.39gm/cc
Free swell index 122.2% 36% 18%
Swell pressure 2.1 kg/cm2 0.2 kg/cm2 0.0 kg/cm2
32

7.4 Results for nanotechnology’s instrumentation technique
 RESULTS FOR FOURIER- TRANSFORMATION INFRARED
33
4000 3500 3000 2500 2000 1500 1000 500
%T
(a.u.)
Wave number (1/cm)
15
20
30
40
QAS
final40
untrated
50

 RESULTS FOR X-RAY DIFFRACTION SPECTROSCOPY
34
0 50
Intensity
(a.u.)
2 Theta
UNTREATED
QAS
50%
40%
40% 0NES
30%
20%
15%

 Table for d- spacing and crystallinity
Sample d value
(Angstrom)
Angle (2ϴ) Crystallinity (%)
Untreated 15.08823 5.853 61.5
QAS 16.78214 5.262 52.25
50% 16.06665 5.496 55.41
40% 15.08824 5.853 54.61
30% 15.09963 5.848 74.76
20% 14.5028 6.089 57.1
15% 14.79 5.97 72.71
40% ones 14.64487 6.03 62.21
35

 RESULTS FOR THERMOGRAVIMETRIC ANALYSIS
Results for untreated soil Results for soil treated with QAS
36

Results for soil treated with 50%
concentration twice
concentration twice
37

concentration twice
concentration twice
38

concentration twice
concentration ones
39

 RESULTS OF PARTICLE SIZE: PARTICLE SIZE IN POLAR MEDIUM
Results for untreated soil
Results for soil treated QAS
graph particle size is in between 24.37nm to 226.1nmin diameter
From graph particle size is in between 711.1nm in diameter.
40

concentration ones
From graph particle size is in between 1307nm in
diameter
PARTICLE SIZE IN POLAR MEDIUM
Sample Size(dia)
untreated 24.37-236nm
15%(concentration) 957nm
20%(concentration) 922.6nm
30%(concentration) 851.7nm
QAS 711nm
41

Sample Dichloro
methane
Iso propyl
alcohol
Acetone
Untreated 3423nm 302.5 1050nm
40% final 893.6nm 297.3nm 870.5nm
QAS 819.1nm 425.3 276.4-1438nm
PARTICLE SIZE IN NON POLAR MEDIUM
From graph value of Zeta potential is -23.3mV
•RESULTS OF ZETA POTENTIAL
42

Results for soil treated QAS
Results for soil treated with 40% concentration ones
From graph value of Zeta potential is -17.3mV.
From graph value of Zeta potential is -18.8mV.
43

Sample Zeta potential
untreated -23.3
15%(concentration) -22.3
40%(concentration) final -18.8
QAS -17.3
•RESULTS FOR pH VALUES SOIL
Sample pH values
Normal R.O. water 6.8
Untreated bentonite 7.5
Treated (15% concentration) 7.7
44

 RESULTS FOR WETTABILITY
Results for untreated soil Results for soil treated QAS
From graph water absorbed is 0.57mg
Results for soil treated with 40% concentration ones
45

Sample Wettability in water Wettability in oil
Untreated soil 0.921mg 0.325 mg
Treated (15% concentration) 0.144 mg 2.26 mg
Treated (40% conc. ones) 0.119 mg 0.450 mg
Soil treated with QAS 0.057 mg 0.311 mg
Results for wettability in water and oil
46

Sample Wettability(gm)
Untreated soil 0.55186
Result by using instrument designed at ddu
47

 Results for contact angle
Sample ϴ(Left) ϴ(Right)
Untreated Cannot be done Cannot be done
50% 159.82 154.25
40% 116.06 114.28
30% 132.74 138.17
20% 120.94 138.07
15% 125.77 121.13
40% final 120.74 118.87
QAS 116.15 118.87
48
40% final
QAS

 Results for rheology
4
6
8
10
12
Pa·s
0 20 40 60 80 100 120
s
Timet
Rheoplus
AntonPaarGmbH
Untreated2, text1
12/15/2014, CP40-2; d=0.17mm
Viscosity
10
1
10
2
10
3
10
4
Pa
G'
G''
10
0
10
1
10
2
Pa
0.1 1 10 100
%
Strain
CSD
AntonPaar GmbH
Untreated 1
CP40-2; d=0.17 mm
G' Storage Modulus
G'' Loss Modulus
ShearStress
49

Results for soil treated with QAS Results for soil treated with 40% concentration ones
50
10
-1
10
0
10
1
10
2
10
3
10
5
Pa
G'
G''
10
1
10
2
Pa
0.1 1 10 100
%
Strain
CSD
Anton Paar GmbH
40% final 1
CP40-2; d=0.17 mm
G' Storage Modulus
G'' Loss Modulus
Shear Stress
0
5
10
15
20
25
30
40
Pa·s
0 20 40 60 80 100 120
s
Time t
Rheoplus
Anton Paar GmbH
40%final 1, text1
12/15/2014, CP40-2; d=0.17 mm
Viscosity
10
-2
10
-1
10
0
10
1
Pa
G'
G''
10
-3
10
-2
10
-1
10
0
Pa
0.1 1 10 100
%
Strain
CSD
Anton Paar GmbH
QAS 2
CP40-2; d=0.17 mm
G' Storage Modulus
G'' Loss Modulus
Shear Stress
0.01
0.015
0.02
0.025
0.03
Pa·s
0 20 40 60 80 100 120
s
Time t
Rheoplus
Anton Paar GmbH
QAS 1, text1
12/15/2014, CP40-2; d=0.17 mm
Viscosity

 Table for various rheological parameter in water
Sample Yield
stress
G’ (start
value)
G’ (end
value)
G’’(start
value)
G’’ (end
value)
stress
(start
value)
Stress
(end
value)
untreated x-15.6 2.7x103 1.44x101 4.68x102 4.94x101 2.72x100 5.18x101
y-134
15% x-6.34 1.18x104 0 1.61x103 9.88x101 1.19x101 9.87x101
y-941
20% x-4.656 2.03x105 4.95x102 4.07x104 1.17x103 1.98x102 1.26x103
y-16618
30% x-15.433 4.31x105 2.47x102 8.44x104 1.44x103 8.44x104 1.44x103
y-6850.22
40% x-4.472 1.68x105 3.49x102 2.10x104 1.05x103 1.69x102 1.11x103
y-16153.9
50% x-8.584 1.09x105 4.92x102 1.43x104 9.01x102 1.10x102 1.05x103
y-8638.29
40% final x-1.312 1.38x104 8.24x10-1 4.16x103 3.13x101 1.45x101 3.11x101
y-1304.42
QAS x-2.865 2.59x100 0 8.85x10-1 1.66x10-1 3.01x10-3 1.66x10-1
y-0.353
51

 Table for various rheological parameter in oil
Sample Yield stress G’ (start
value)
G’ (end
value)
G’’(start
value)
G’’ (end
value)
stress
(start
value)
Stress
(end
value)
untreated x-10.755 1.73x103 5.45x 10-1 2.32x102 2.47x100 1.70x100 2.52x100
y-39.383
15% x-24.796 4.03x103 1.19x10-1 4.17x102 1.22x100 4.04x100 1.23x100
y-22.230
20% x-73.395 2.53x103 2.10x101 3.44x102 2.98x101 2.55x100 3.65x101
y-35.646
30% x-60.327 9.42x102 3.86x10-1 1.40x102 5.59x10-1 9.53x10-1 6.79x10-1
y-1.258
40% x-37.751 1.45x104 3.19x101 1.40x103 1.87x102 1.45x101 1.96x102
y-570.99
50% x-57.586 1.62x104 1.14x102 1.72x103 2.69x102 1.62x101 3.00x102
y-434.99
40% final x-8.028 1.06x105 1.01x101 2.33x104 2.59x101 1.10x102 5.63x101
y-1276.259
QAS x-16.780 4.89x104 4.86x101 1.02x104 1.69x102 4.96x101 1.76x102
y-977.288
52

 Results for BET suurface area
Sample Surface area (m2/g)
Untreated bentonite 46
Treated (15% concentration) 38
53

8. CONCLUSIONS
CONCLUSIONS FOR GEOTECHNICAL OBSERVATION:
 It was found that by using zycosil concentration 40 % and treating soil only one time the
liquid limit was reduced to 47% from 75% and shrinkage limit is 18.05% from
8.19%.Percentage free swell was 122.2% for untreated soil which was reduced to 36%
after treatment. Swell pressure was measured by consolidometer for untreated soil has 2.1
kg/cm2and after the treatment is reduced to 0.2kg/cm2.
 So it can be concluded that by treating the soil with zycosil we can prepare the CNS layer
as it satisfy the IS: 9451:1994 guidelines for lining of canals in expansive soil, (i.e clay
should be 15% to 20% silt should be 30% to 40% and gravel should be 0 to 10%). Another
parameter is satisfies is that liquid limit should be greater 30% but should be less than 50%
soil should have plasticity index greater than 15% but less than 30%.
54

 Now by treating the soil with QAS it is found that liquid limit is reduced to 60%
from 75% and shrinkage limit is also reduce in considerable amount and swell
pressure is reduced to 0.0 kg/cm2 although we cannot prepare CNS layer as it does
not satisfy the IS:9451:1994 guidelines for lining of canals in expansive soil.
 Now so as to carry out the comparisons between soil treated with QAS and with
zycosil we can say that soil treated with QAS is best because due to high cation
exchange capacity swelling potential of the soil is reduced to 0.0kg/cm2. So it can be
concluded that soil treated with QAS is best as it completely stops the swelling due
to high cation exchange capacity, but as far CNS layer is concern soil treated with
zycosil is better.
 Also by using Zycosil swelling pressure was reduced to 90% while using QAS it is
reduced to 100%.
55

CONCLUSIONS FOR NANOTECHNOLOGICAL INSTRUMENTATION
TECHNIQUE:
 FT-IR spectroscopy shows that although all the characteristic band more or less remains same
after and before treatment that is composition of bentonite remains same after the treatment,
but in QAS there is presence of methylene group and in zycosil there is Si-C silane bond is
found so, which shows that surface modification has been done.
 X-ray spectroscopy shows that inorganic ion inside the interlayer space are replaced by QAS
cations and the aliphatic chain attached to the QAS is penetrated therein so the d-spacing is
increased. By treating soil with zycosil it is found at higher concentration (i.e. 50%) d-spacing
is increased but at lower concentration (i.e. 15%, 20%, 30% , 40% ones) decrease in d-spacing
is observed which can be explained on the basis of interlayer attractive forces. Formation of
ordered monolayer or less thick odoered layer at lower concentration will enhance the
hydrophobic interation and hence d-space is reduced, which is very interesting result.
56

 Thermogravimetric analysis of the soil resulted that thermal stability of the soil sample has
increased.
 Particle size analysis of the soil shows that particle size is increased after the treatment of the
soil, there is an aggregation between the particles so that we can say that hydrophobication has
occurred and as hydrobhobication has occurred swelling potential has decreased.
 The results of zeta potential can be correlated with the particle size of the sample, as the particle
size increases charge on sample decreases which tends towards the stability of the particle. As
the particle size is increases solution tends towards more stability. After the treatment of the soil
there is no considerable change in pH values of soil.
 Results Wettability shows that wettability decreases for treated soil in water; it means soil is
getting hydrophobized. As the hydrobhobicity is achieved swelling properties of the soil is
decrease. Opposite behavior is observed in oil that is wettability increases after the treatment of
the soil.
57

 Results of Contact angle shows that as Hydrophobic soil will not absorbed water and
so there will always be higher angle for treated soil as compared to untreated, which
is clearly reflected in results. As higher concentration of solution is used contact angle
increases which clearly indicates that hydrophobication has done. Higher the contact
angle, higher will be the hydrophobicity. So it can be concluded that swelling
properties has reduced.
 Results of rheology show that, soil is in visco-elastic state. Yield point of the soil
decreases in liquid medium and is increases in oil medium. Also viscosity increases
for the soil sample after the treatment.
 The BET surface area for untreated clay was much higher, after the modification of
soil surface area decreased. This reduction can be attributed to the loading of solution
on the surface of the solution.
58

9. FUTURE SCOPE
 The same work can be carried out for more location where highly expansive soil is
present, so that a map can be prepared.
 An attempt can be done by treating the soil different silane and surfactant to modify the
soil surface.
 Treated soil can be mix with plaster which helps in integral water proofing.
 Same work can be done with bitumen to hydrophobized the road surface.
 Treated soil can be mix with mortar and sand to study the effect of hydrophobication on
them.
 To reduce the cost of preparing blended CNS layer more optimization of the sample can
be done by preparing the moziac of the soil sample.
59

10. REFERENCES
1. Alam Singh & G.R. Chowdhary: “soil engineering in theory and practise”, volume-1
2. Atindra D. Shukla: “Controlling wettability and hydrophobicity of organoclays modified with
quaternary ammonium surfactants”, journal of colloid and interface science 407 (2013)
3. Bjorn Geyer, Tobias Hundshammer, Stefan Röhner, Günter Lorenz, Andreas
Kandelbauer:“Predicting thermal and thermo-oxidative stability of silane-modified clay minerals
using thermogravimetry and isoconversional kinetic analysis”, Applied clay science
4. Charles lucian: “Geotechnical Aspects of Buildings on Expansive Soils in Kibaha”, Doctoral
Thesis Sweden (2008)
5. David A. D’Maico, Romina P. Olliler: “Modification of bentonite by combination of reactions of
acid-activation, silylation and ionic exchange”, applied clay science 99 (2014)
6. D.J.Morgan, S.D.J.Inglethorpe: “Industrial mineral laboratory manual Bentonite”, British
Geological Survey(1993)
7. Donald P. Coduto: “Foundation design principles and practices”
60

8. Ebrahim Kadwa, Muhammad D. Bala , Holger B. Friedrich: “Characterisation and application of
montmorillonite-supported Fe Schiff base complexes as catalysts for the oxidation of n-octane”, Applied
clay science
7. H.H. Macey: “ The rheological properties of soil”
8. IS 9451 : 1994: Guidelines for lining of canals in expansive soil
9. Mesfin Kassa: “Relationship between Consolidation and Swelling Characteristics of Expansive Soils of
Addis Ababa”, Addis ababa university March (2015)
10. Mohd Raihan Taha, Omer Muhie Eldeen Taha: “Influence of nano-material on the expansive and
shrinkage soil behavior”, J Nanopart Res (2012)
11. Narayan V. Nayak: “Foundation Design Manual”
12. N. K. Ameta, Dr. D. M. Purohit, A. S. Wayal: “Characteristics, Problems and Remedies of Expansive
soils of Rajasthan”, India (2007)
13. Narayan V. Nayak: “Foundation Design Manual”
14. N. K. Ameta, Dr. D. M. Purohit, A. S. Wayal: “Characteristics, Problems and Remedies of Expansive
soils of Rajasthan”, India (2007)
61

15. Rank kinjal P.: “swelling potential of different expansive soil placed at different dry density and initial moisture
content”, (2012)
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62

Publication:-
63 Parmar, S. P., Patel, B. S., Shukla, A., Dixit, M,. (2023). Surfactant Modified Bentonite Characterization:
Effects and Comparative Analysis. Adv. Nanoscience Nanotech, 7(1), 12-25.
Citation:
https://www.opastpublishers.com/open-access-articles/surfactant-modified-bentonite-
characterization-effects-and-comparative-analysis.pdf
Link :

Surfactant Modified Bentonite Characterization.pptx

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