Comparative Study on Behaviour of Soft Soil Using Various Admixtures

International
OPEN ACCESS Journal
Of Modern Engineering Research (IJMER)
| IJMER | ISSN: 2249–6645 | www.ijmer.com | Vol. 7 | Iss. 2 | Feb. 2017 | 72 |
Comparative Study on Behaviour of Soft Soil Using Various
Admixtures
Salvant Raj1
, Nikita Gupta2
, Love Sharma3
1
(Assist. Prof, Civil Engg, Govt. College Of Engineering And Technology, Jammu, India
2, 3
(Lecturer, Civil Engg, Govt. College Of Engineering And Technology, Jammu, India
I. INTRODUCTION
Expansive soils are mostly found in the arid and semi-arid regions and it covers very large area of the
world. It covers nearly 20% of the landmass in India and includes Western Madhya Pradesh, parts of Gujarat,
Andhra Pradesh, Uttar Pradesh, Karanataka, and Maharastra. Soft soils show major volume changes due to
change in the moisture content. This causes major damage to property constructed on it. These soils contain
minerals such as montmorillonite that are capable of absorbing water. When they absorb water their volume
increases. Although mechanical compaction, dewatering and earth reinforcement have been found to improve
the strength of the soils, other methods like stabilization using admixtures are more advantageous. Soil
stabilization is referred to as a method in which a soil is proportioned/added or removed, or an industrial waste
products or other binder chemical material is added to a natural soil material to improve one or more of its
properties. One of the inexpensive methods of stabilization includes the mixing of natural coarse-grained soil
and fine-grained soil to obtain a mixture that develops good internal friction and cohesion and thereby provides
a material that is ease during placement but will remain stable further. Improvement of soil property by
proportioning of coarse and fine grained soil is commonly referred to as mechanical stabilization. On the other
hand stabilization can also be achieved by mechanically mixing the natural soil stabilizing material together so
as to obtain a homogeneous mixture. After the soil and the stabilizing agent are mixed and worked together,
they are compacted using an appropriate compaction energy applicant. The stabilizing materials include cement,
lime, fly ash, bitumen/asphalt, polymers and other chemical. Addition of chemicals causes a physico-chemical
alteration and referred to as chemical stabilization. In order to increase the stabilization, additives which have
the properties of water-holding or water-resisting property are sometimes added.
II. LITERATURE REVIEW
1
S. R. Gandhi (2005) presented a paper to describe a study carried out to check the improvements in
the properties of expansive soil with fly ash in varying percentages. Both laboratory trials and field tests have
been carried out and results are reported in this paper. One of the major difficulties in field application is
thorough mixing of the two materials (expansive soil and fly ash) in required proportion to form a homogeneous
mass. The paper describes a method adopted for placing these materials in layers of required thickness and
operating a “Disc Harrow”. A trial embankment of 30m length by 6m width by 0.6m high was successfully
constructed and the in-situ tests carried out proved its suitability for construction of embankment, ash dykes,
filling low-laying areas, etc. 2
Wayne S. Adaska et al. (2008) studied about the significant by product material
of the cement manufacturing process i.e. Cement kiln dust (CKD). This paper discussed the basic characteristics
of CKD including current production status and regulatory requirements. Beneficial commercial uses are then
presented covering a wide variety of applications including agricultural soil enhancement, base stabilizing for
ABSTRACT: Low bearing capacity and high settlement behaviour of expansive soils is the challenge
for the engineers to work on it. But today, there are number of techniques available to control/improve
the undesired properties of soil. The paper reviews the performance of different characteristics of soil on
insertion of various admixtures like Cement Kiln Dust (CKD), RBI Grade 81, Rice Husk Ash (RHA) and
Fly Ash. In this paper, an attempt is made to analyse and evaluate the index properties as well as the
engineering properties of soil like plasticity, compaction, unconfined compressive strength and
California bearing ratio. It was concluded that the consistency limits decreases with the addition of fly
ash, CKD, RHA & RBI Grade 8. The unconﬁned compressive strength & CBR value of treated soil
mixture increases with the increase in percentage of CKD and RBI Grade 81.
Keywords: Soil Stabilization, Cement Kiln Dust, RBI Grade 81, Rice Husk Ash & Fly Ash.

Comparative Study on Behaviour of Soft Soil Using Various Admixtures
pavements, wastewater treatment, waste remediation, low-strength backfill and municipal landfill cover. 3
A K
Singhai and R K Yadav (2014) studied about the feasibility of using Rice Husk Ash with lime as soil
stabilization material. A series of laboratory experiment has been conducted on 5% lime mixed black cotton soil
blended with Rice Husk Ash in 5%, 10% 15% and 20% by weight of dry soil. The experimental results showed
a significant increase in CBR and UCS strength. The CBR values increases by 287.62% and UCS improved
by30%.The Differential free swell of the black cotton soil is reduced by 86.92% with increase in Rise Husk Ash
content from 0% to 20% respectively. From this investigation it can be concluded that the Rice Husk Ash has a
potential to improve the characteristics of black cotton soil. 4
J. Sudheer Kumar & Upma Janewoo (2016) in
their study they use cement kiln dust as an admixture to stabilize the clayey soil. Clayey soil for the work was
collected from Sundernagar, Distt. Mandi (HP), India and the Cement kiln dust was collected from ACC cement
factory, Barmana (HP), India. They prepare a mixture of CKD and RBI Grade 81 with clayey soil altogether
mixed with hand at dry state. Required amount of water shall be added, mixed with the proportion at least for 6
min and squeezed out the air. The optimum moisture content and maximum dry density of the each mix were
determined by the standard Proctor test. The specimens were prepared for UCS test with the length to diameter
ratio of 2 (38 mm diameter and 76 mm length). Cylindrical specimen was prepared with static compaction with
optimum moisture content. The specimens kept in desiccators until testing of 3, 14 and 28 days of curing. Three
specimens were prepared for each mixture. The sample was prepared for the CBR test in the specified mould
with the specifications of standard proctor test. The CBR test was carried out with the help of plunger of 50 mm
diameter. The CBR value calculated corresponding to 2.5-mm penetration.
III. MATERIALS USED
Materials used in the present work are described below:
1.1 Cement Kiln Dust: Cement kiln dust is created in the kiln during the production of cement clinker. The dust
is a particulate mixture of partially calcined and unreacted raw feed, clinker dust and ash, enriched with
alkali sulfates, halides and other volatiles. These particulates are captured by the exhaust gases and
collected in particulate matter control devices such as cyclones, bag houses and electrostatic precipitators2
.
Table 3.1 represents the composition of CKD.
1.2 RBI Grade 81: Road Building International (RBI) Grade 81 is a powder that is composed of a number of
naturally occurring compounds. It is an odorless beige powder. The pH of saturated paste is l2.5. It
improves the structural properties of a wide range of soils. It is particularly effective with silty-clayey soil
with low geo-mechanical qualities. RBI Grade 81 works by hydration reaction. Table 3.2 represents the
composition of RBI Grade 81.
1.3 Rice Husk Ash (RHA): Rice Husk is an agricultural waste obtained from milling of rice. Rice husk ash,
basically a waste material, is produce by rice - mill industry while processing rice from paddy. Rice husk
ash is a pozzolanic material that could be potentially used in soil stabilization, though it is moderately
produced and readily available. About 20- 22% rice husk is generated from paddy and about 25% of this
total husk become ash when burn. It is non-plastic in nature. RHA has a good pozzolanic property. The
chemical properties of RHA are shown in Table 3.3
1.4 Fly Ash: Fly ash is one of the residues created during the combustion of coal in coal-fired power plants. Fly
ash by itself has little cementatious value but in the presence of moisture it reacts chemically and forms
cementatious compounds and attributes to the improvement of strength & compressibility characteristics of
soils. Fly ash is a fine, glass powder recovered from the gases of burning coal during the production of
electricity. These micron-sized earth elements consist primarily of silica, alumina and iron. Table 3.4
represents the composition of fly ash.
IV. RESULTS AND DISCUSSION
1.1 Cement Kiln Dust-Soil Stabilization: A comparison is made between the index and engineering properties
of soil with and without admixtures. Table 4.1 gives the effect of CKD on the consistency limits, Maximum
dry density (MDD) and the optimum moisture content (OMC) of the soil. It has been observed that the
consistency limits and the MDD value of the soil with the addition of CKD has reduced. Whereas OMC
value has increased on addition of CKD to the soft soil.
1.2 Road Building International (RBI) Grade 81-Soil Stabilization: Table 4.3 shows the value of the
consistency limits, MDD (maximum dry density) and OMC (optimum moisture content) with RBI Grade
81. These tests are performed with three different ratios of RBI Grade 81 mixed clayey soil (i.e. 100% clay,
95% clay + 05% RBI Grade 81, 90% clay + 10% RBI Grade 81 & 85% clay + 15% RBI Grade 81). The
MDD (maximum dry density) of natural soil sample was 1.80 g/cc and the MDD for a clayey soil with 5%,
10% & 15% RBI Grade 81 content were 1.75, 1.72 & 1.70 g/cc, this means MDD decreases with increasing
content of RBI Grade 81 and OMC values slightly increases with adding of RBI Grade 81. The MDD
decreased because of decrease in specific gravity of the reconstituted due to increase in RBI Grade 81

content. Flocculation and Agglomeration process of stabilization is the reason behind the decrease in the
value of dry density.
1.3 Rice Husk Ash- Soil Stabilization: Atterberg limits & compaction tests performed with clayey soil with
varying rice husk ash contents 0%, 5%, 10% & 15 %, and their results are shown in table 4.5. The value of
liquid limit (LL) & plastic limit (PL) increases with increasing rice husk ash content. The increase in trend
of Atterberg’s limit is due to increase in more fines and activity of the material. A possible explanation of
the results may be related to the mixing of rice husk ash content, which facilitates flocculation and
agglomeration of the clay particles. Increment of OMC was probably produced by the fineness of rice husk
ash compared to that of natural soil, which caused an enlarged void ratio in soil mixtures or the optimum
moisture content of soil increases with increase rice husk ash content. The specific surface area of a particle
increases and more water content required.
1.4 Fly ash- Soil Stabilization: From table 4.8, it concludes that the California bearing ratio (soaked) value &
unconfined compressive strength value of pure clayey soil is slightly less than to the values of fly ash mixed
clayey soil, which means these values increases with the increasing of flash content from 0% to 15%. The
California bearing ratio value is 1.89% pure clayey soil and 4% for fly ash mixed clayey soil (15% F.A).
The CBR value for fly ash mixed clayey soil increases with an average of 2.11%. Due to the pozzolanic
material, load carrying capacity is slightly increased. The MDD (maximum dry density) of natural soil
sample was 1.71 g/cc and the MDD for a clayey soil with 5%, 10% & 15% fly ash content were 1.70, 1.69
& 1.68 g/cc, this means MDD decreases with increasing content of fly ash. The decrease in the value of dry
density because flocculation and agglomeration change the texture of the mixed soil and due to which it
cover large space into the soil particles and increase water holding capacity.
V. FIGURES AND TABLES
Table 3.1: Composition of Cement Kiln Dust Table 3.2: Composition of RBI Grade 81
Table 4.1 Effect of CKD on Consistency limits, MDD & OMC of expansive soil
SOIL : CKD
LL
(%)
PL
(%)
PI
(%)
MDD
(g/cc)
OMC
(%)
100 : 00 64 31.7 32.3 1.68 20
95 : 05 54.2 31.3 22.9 1.67 21.5
90 : 10 52.5 31 21.5 1.65 22
85 : 15 55.9 31.5 24.0 1.64 24
Table 4.2 Effect of CKD on CBR & UCS value of soil at different curing periods
Oxide Compounds Content (%)
CaO 52-56
SiO2 15-19
Al2O3 5-7
Fe2O3 0-2
SO3 9-11
MgO 0-1
Mn, K, Cu, Zn 3
Fibres 1
Additives 0-4
Oxide Compounds Content (%)
CaO 55.06
SiO2 11.90
Al2O3 9.90
Fe2O3 3.40
SO3 1.48
MgO 1.70
Na2O 0.50
K2O 0.10
Loss on ignition 4.70

SOIL : CKD
CBR
(%)
UCS (kPa)
3 Days curing
UCS (kPa)
14 Days curing
UCS (kPa)
28 Days curing
100 : 00 1.65 88.3 88.3 88.3
95 : 05 2.41 91.2 99.2 107.5
90 : 10 3.88 93.9 102.5 125.7
85 : 15 4.35 95.8 111.5 139.5
Table 4.3 Effect of RBI Grade 81 on Consistency limits, MDD & OMC of expansive soil
SOIL : RBI
LL
(%)
PL
(%)
PI
(%)
MDD
(g/cc)
OMC
(%)
100 : 00 49.14 28.78 14.05 1.80 16.50
95 : 05 46.80 30.18 16.62 1.75 17.55
90 : 10 44.75 32.32 12.43 1.72 17.26
85 : 15 43.35 33.12 10.23 1.70 17.06
Table 4.4 Effect of RBI Grade 81 on CBR & UCS value of soil at different curing periods
SOIL : RBI
CBR
(%)
UCS (kPa)
3 Days curing
UCS (kPa)
14 Days curing
UCS (kPa)
28 Days curing
100 : 00 2.55 133.4 133.4 133.4
95 : 05 5.10 203.1 239.3 257.0
90 : 10 6.56 269.2 320.7 329.6
85 : 15 8.02 349.3 371.7 374.7
Table 4.5 Effect of RHA on Consistency limits, MDD & OMC of expansive soil
Soil : RHA
LL
(%)
PL
(%)
PI
(%)
MDD
(g/cc)
OMC
(%)
100 : 00 46 22 24 1.56 21.5
95 : 05 50 27 23 1.49 22.5
90 : 10 55 34 21 1.42 27.0
85 : 15 57 37 20 1.40 32.0
Table 4.6 Effect of RHA on CBR & UCS value of soil at different curing periods
Soil : RHA CBR
(%)
UCS (kPa)
0 Days curing
UCS (kPa)
03 Days curing
UCS (kPa)
07 Days
curing
100 : 00 1.55 60.0 60.0 60.0
95 : 05 2.15 172.0 189.0 201.3
90 : 10 3.00 255.0 270.3 288.4
85 : 15 2.80 210.0 235.5 256.0
Table 4.7 Effect of Fly Ash on Consistency limits, MDD & OMC of expansive soil
Soil : Fly Ash
LL
(%)
PL
(%)
PI
(%)
MDD
(g/cc)
OMC
(%)
100 : 00 59.77 27.54 32.32 1.71 20.85
95 : 05 56.26 32.04 27.22 1.70 20.00
90 : 10 54.06 33.51 23.55 1.69 19.58
85 : 15 52.38 35.07 17.31 1.68 19.50
Table 4.8 Effect of Fly Ash on CBR & UCS value of soil at different curing periods
Soil : Fly Ash
CBR
(%)
UCS (kPa)
0 Days curing
UCS (kPa)
3 Days curing
UCS (kPa)
07 Days curing
100 : 00 1.89 455 455 455
95 : 05 2.10 455 490 525
90 : 10 2.50 456 508 560
85 : 15 4.00 457 514 570

Fig. 1 Change of LL, PL and PI of soil with CKD, RBI Grade 81, RHA & Flyash
Fig. 2 Change of MDD & OMC of soil with CKD, RBI Grade 81, RHA & Flyash
Fig. 3 Change of CBR values of soil with CKD, RBI Grade 81, RHA & Flyash
VI. CONCLUSION
Although the research that has been performed on clayey soil with different admixtures gives wide
variety of results on several issues from which the following qualitative conclusions can be drawn. The liquid
0
5
10
15
20
25
30
MDD(g/cc)&OMC(%)
SOIL : CKD : RBI : RHA : FLYASH
MDD OMC
0
1
2
3
4
5
6
7
8
SOIL:CKD
100:00:00
95:05:00
90:10:00
85:15:00
SOIL:RBI
100:00:00
95:05:00
90:10:00
85:15:00
Soil:RHA
100:00:00
95:05:00
90:10:00
85:15:00
Soil:FlyAsh
100:00:00
95:05:00
90:10:00
85:15:00
CBR(%)
Soil : CKD : RBI : RHA : Flyash

limit, plastic limit, plasticity index and the MDD value of soil decreases with increase in content of CKD. When
CKD is added to the soil, it increases the CBR value (4.35 %) and UCS value from 88.3 kPa to 139.5 kPa for
untreated and treated soil mixtures, respectively, at 28-day curing time. The stabilizer RBI-81 is effective in
reducing the plasticity characteristics of the expansive soil. The CBR values of soil, increased from 2.55 % to
8.02 % with 15 % RBI grade 81. When Fly ash is added to the soil, it increases the CBR value (4 %) and UCS
value from 455 kPa to 570 kPa for untreated and treated soil mixtures, respectively, at 28-day curing time. With
the increase in Rice husk ash percentage the Optimum moisture content increases from 21.5%to 32%. From
figure number 1, it can be concluded that the consistency values of stabilized soil with RBI grade 81 gives the
satisfactory results compared with the soil used with other admixtures (CKD, RHA and Fly ash) OMC Value of
RBI Stabilized soil increases up to 5 % but slightly decreases after that. However, the maximum dry density
shows a slight variation with the increase in percentage content of RBI grade 81. From figure number 3, it can
be concluded that CBR value gives the best results with soil and RBI grade 81.
REFERENCES
Journal Papers:
[1]. S. Bhuvaneshwari, R. G. Robinson and S. R. Gandhi, Stabilization of expansive soils using fly ash, TIFAC, Fly Ash
Utilization Programme (FAUP), DST, New Delhi.
[2]. Dilip Shrivastava1, A K Singhai and R K Yadav, Effect of lime and rice husk ash on engineering properties of black
cotton soil, IJERST, ISSN 2319-5991, Vol. 3, No. 2, May, 2014.
[3]. J. Sudheer Kumar and Upma Janewoo, Stabilization of Expansive Soil with Cement Kiln Dust and RBI Grade 81 at
Subgrade Level, Springer International Publishing Switzerland, Vol. 34, No. 2, April 2016.
[4]. Dilip Shrivastava, A K Singhai and R K Yadav, Effect of lime and rice husk ash on engineering properties of black
cotton soil, IJERST, ISSN 2319-5991, Vol. 3, No. 2, May 2014.
[5]. Satyendra Singh Rajput and R. K. Yadav, Effect of Fly-Ash on Geotechnical Characteristics of Black Cotton Soil,
International Journal for Innovative Research in Science & Technology, Volume 2, Issue 03, August 2009.
[6]. Najia Nouf & Sureka Naagesh, Effect of RBI-81 on Properties of Black Cotton Soil, International Journal of Recent
Development in Engineering and Technology, ISSN 2347–6435, 2014.
[7]. Bidula Bose, Geo-Engineering Properties of Expansive Soil Stabilized with Fly Ash, Vol. 17, EJGE, 2012.
[8]. J. Sudheer Kumar and Love Sharma, Effect of Bearing Capacity of Strip Footing on Reinforced Double Layer Soil
System with Fly ash Stabilized Clayey Soil, Int. Journal of Engineering Research and Applications, ISSN: 2248-
9622, Vol.5, Issue 8, (Part - 4) August 2015, pp.10-16.
[9]. Rathan Raj R, Banupriya S and Dharani R, Stabilization of soil using Rice Husk Ash, International Journal of
Computational Engineering Research, ISSN: 2250–3005, Volume 06, Issue 02, February 2016.
[10]. Aparna Roy, Soil Stabilization using Rice Husk Ash and Cement, International Journal of Civil Engineering
Research, ISSN 2278-3652 Volume 5, Number 1, pp. 49-54, 2014.
Proceedings Papers:
[11]. Wayne S. Adaska, P.E. and Donald H. Taubert, Beneficial Uses Of Cement Kiln Dust, IEEE/PCA 50th Cement
Industry Technical Conf., Miami, FL, May 19-22.

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