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ABSTRACT
The construction of road structures on soft soils is prone to structural damage due to the low bearing capacity of the
soil under the load imposed by vehicles. Chemical stabilization is a popular method used to increase the bearing
capacity of soft soils. This study aims to examine the effectiveness of soft soil stabilization using a mixture of lime,
nickel slag, and aluminium hydroxide to enhance soil bearing capacity. The addition of lime as a binding agent is
expected to reduce plasticity and increase soil strength, while nickel slag and aluminium hydroxide serve as additives
that improve overall stabilization performance. The California Bearing Ratio (CBR) laboratory test was conducted by
varying the proportions of stabilizing materials relative to the weight of the soft soil at its optimum moisture
content. The lime addition variations used in this study were 2%, 4%, and 6%. The results showed that the lime, nickel
slag, and aluminium hydroxide stabilization mixture significantly improved the soil's bearing capacity compared to
untreated soil or soil stabilized only with nickel slag. The CBR value for soil stabilized with nickel slag, aluminium
hydroxide, and lime reached 37.78% after 28 days of curing. This value is 7.6 times higher than that of natural soil and
1.3 times higher than soil stabilized with nickel slag alone. Thus, the use of a mixture of lime, nickel slag, and
Research Article
THE EFFECT OF QUICKLIME ON THE CBR VALUE OF SOFT SOIL
STABILIZED WITH NICKEL SLAG AND ALUMUNIUM HYDROXIDE
Submission Date:
November 02, 2024,
Accepted Date:
November 20, 2024,
Published Date:
December 02, 2024
Crossref doi:
https://doi.org/10.37547/ajast/Volume04Issue12-02
Department of Civil Engineering, Khairun University, Ternate, Indonesia
Hijrawan AR Coda
Department of Civil Engineering, Khairun University, Ternate, Indonesia
Ichsan Rauf
Department of Civil Engineering, Khairun University, Ternate, Indonesia
Abdul Gaus
Department of Civil Engineering, Khairun University, Ternate, Indonesia
Komang Arya Utama
Department of Civil Engineering, State University of Gorontalo, Gorontalo, Indonesia
Journal
Website:
https://theusajournals.c
om/index.php/ajast
Copyright:
Original
content from this work
may be used under the
terms of the creative
commons
attributes
4.0 licence.
Volume 04 Issue 11-2024
9
American Journal Of Applied Science And Technology
(ISSN
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2771-2745)
VOLUME
04
ISSUE
12
Pages:
08-19
OCLC
–
1121105677
Publisher:
Oscar Publishing Services
Servi
aluminium hydroxide is an effective method for increasing the bearing capacity of soft soils, making it applicable for
road construction on soft soils requiring enhanced load-bearing capacity.
KEYWORDS
Soil stabilization, lime, nickel slag, aluminium hydroxide, soil bearing capacity, soft soil.
INTRODUCTION
Road construction on soft soils presents various
technical challenges due to the soil's low bearing
capacity, susceptibility to deformation, and high
compressibility [1, 2]. Soft soils often cannot
withstand heavy traffic loads, making roads built on
them prone to structural damage, such as cracking
and surface settlement. To address these issues, one
commonly used method is soil stabilization, which
aims to enhance the strength and stability of the soil
so that it can better support vehicle loads and
infrastructure.
Cement and lime are conventional materials
commonly used in chemical soil improvement. This is
due to their ability to enhance soil strength through
the hydration reaction between water and these
materials, forming calcium silicate hydrate (CSH) gel
that binds soil particles together, thus affecting the
soil's physical and mechanical properties [3, 4].
However, the use of cement in various construction
applications can have environmental impacts due to
pollution generated during cement production. The
cement manufacturing process is highly energy-
intensive and produces large amounts of carbon
dioxide (CO₂) emissions [5], which significantly
contribute to climate change. In the context of
increasingly sustainability-focused development, the
use of more environmentally friendly materials has
become a priority.
In addition, the effectiveness of cement in stabilizing
soft soils is often suboptimal under highly saturated
conditions [6]. In soils with high moisture content, the
hydration reaction of cement does not proceed
effectively, resulting in less-than-optimal strength
gains. In contrast, lime tends to be more effective in
addressing this issue, as it can react with water in the
soil to reduce plasticity and dry out the soil [7],
making it a better choice for stabilizing soft soils with
high moisture content.
The development of alternative stabilization materials
is an effort to reduce reliance on cement. This
decision is also driven by considerations of local
material availability. North Maluku is one of
Indonesia's provinces with a large nickel industry.
Nickel slag, a by-product of this industry, has
significant potential to be developed as an
environmentally friendly advanced material [8]. Rauf
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et al. (2024) [9] reveal that the composition of nickel
slag obtained from the nickel industry on Oba Island
includes 44.89% SiO₂, 25.11% Fe₂O₃, 20.27% MgO, and
3.34% CaO. These results indicate that nickel slag has
pozzolanic properties, making it suitable for
development as a soil stabilization material.
In addition to nickel slag, North Maluku also has
substantial limestone deposits located on Morotai
Island. Lime has long been recognized as a stabilizing
agent, particularly due to its role in drying out soil. In
principle, the chemical reactions involved in lime soil
improvement include cation exchange, flocculation
and agglomeration, pozzolanic reactions, and
carbonation [10]. Numerous studies have shown the
physical property changes, mechanical strength gains,
and microstructural improvements in soft soils
stabilized with lime [11, 12, 13]. Therefore, developing
the use of this local potential as a construction
material can help reduce transportation costs and
increase
project
efficiency,
as
it
eliminates
dependence on cement distribution, which may be
limited in certain areas.
The combination of several stabilization materials can
result in more effective soil stabilization than using a
single material. Studies utilizing multiple mineral
combinations show that these combined stabilization
materials create a synergy that significantly improves
the soil's physical properties and enhances its
mechanical strength, both in the short and long term
[14, 15]. Consequently, efforts to improve soft soils are
expected to be more optimal, particularly in handling
traffic
loads
and
challenging
environmental
conditions.
Therefore, this study aims to evaluate the
performance of soft soil stabilization using a
combination of lime, nickel slag, and aluminium
hydroxide. The results of this study are expected to
provide practical and applicable solutions for
enhancing the bearing capacity of soft soils for road
construction, ensuring improved stability and a longer
service life for roads built on such soils. The
combination of these three materials is anticipated to
serve as a more environmentally friendly and efficient
alternative for future infrastructure development.
RESEARCH METHODS
This study is an experimental laboratory research
conducted at the Soil Mechanics Laboratory, Faculty
of Engineering, Khairun University. The materials used
in this research are sourced locally from North Maluku
Province. The soft soil was collected from an
agricultural area in Subaim Village, East Halmahera
Regency. Nickel slag was obtained from a nickel
processing industry located on Obi Island, South
Halmahera. Meanwhile, limestone was sourced from
Morotai Island. Aluminium hydroxide [Al (OH)3] was
purchased commercially.
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The series of tests conducted in this study include:
physical and mechanical property tests on natural soft
soil, as well as mechanical tests on soil stabilized with
a mixture of nickel slag, limestone, and aluminium
hydroxide. All testing procedures refer to the
American Standard Test Materials (ASTM). The
mechanical property focused on in this study is the
bearing capacity value based on the California Bearing
Ratio (CBR).
The pozzolanic reaction of stabilization materials is
influenced by several factors, including cation
exchange capacity, specific surface area of the
material, and the molar ratio of Si/Al [16]. To increase
the specific surface area of the stabilization materials,
in this study, nickel slag and limestone were ground
and sieved using a No. 400 sieve. Furthermore, to
enhance the molar ratio between silica and alumina,
aluminium hydroxide [Al(OH)3] was also added in this
study. Previous test results showed that the Si/Al ratio
that provided the optimum unconfined compressive
strength was achieved at a weight ratio of 1.5
between nickel slag and aluminium hydroxide.
Therefore, in this study, to investigate the effect of
limestone on soil stabilization engineering, the lime
content was varied at 2%, 4%, and 6% of the dry soil
The mechanical testing conducted in this study is the
California Bearing Ratio (CBR) test, which follows the
ASTM D1883 standard. The specimen preparation
process involved mixing the soil and stabilization
materials at the optimum moisture content. The
mixing was done manually for 10-15 minutes until a
homogeneous mixture was achieved [17]. The
specimens were then prepared by compacting the
mixture into a CBR mole, which is cylindrical in shape
with a diameter of 6 inches and a height of 7 inches.
To observe the effect of time on the improvement of
CBR values, the specimens were cured for 3, 7, 14, 21,
and 28 days.
RESULTS AND DISCUSSIONS
Physical and Mechanical Characteristics of Soil
Samples
The results of the physical and mechanical
characteristic tests on the clay soil used in this study
are shown in Table 1. Based on the USCS soil
classification, the test results indicate that the clay soil
can be classified as organic soil with high plasticity.
This is based on a liquid limit value of 64.92% and a
plasticity index value of 23.58%. As for the mechanical
properties, the CBR value obtained was 4.49%. This
value is considered low and does not meet the
technical requirements for use in road subbase
construction, where the SNI standard specifies a
minimum CBR value of 6% for subgrade layers.
Therefore, soil improvement efforts are needed to
increase the CBR value of the subgrade soil to meet
the applicable technical requirements.
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Tabel 1. Soft soil properties
Soft soil properties
Value
Physical characteristics
Specific Gravity (Gs)
2,11
Water Content (w
opt,
%)
33,08
Sieve Analysis
Sand (%)
8,4
Silt (%)
14,3
Clay (%)
77,3
Atterberg Limit
Liquid Limit (LL)
64,92
Plastic Limit (PL)
41,34
Plasticity Index (PI)
23,58
Mechanical characteristics
Density (kN/m
3
)
10,9
CBR (%)
4,49
Results of CBR Tests
The results of the soil bearing capacity test using the
CBR method are shown in Figure 1. The CBR values for
the soil stabilized with a mixture of nickel slag,
aluminium hydroxide, and lime at 2%, 4%, and 6%
significantly increased over the period from 3 to 28
days. On the third day, the addition of 2% lime resulted
in a CBR value of 11,69% at a 0,1-inch penetration, while
4% lime reached 16,19%, and 6% lime reached 26,09%.
The load-bearing capacity of the soil with 6% lime was
782,62 lbs; which is ten times greater than that of the
natural soil, demonstrating a significant improvement
in soil strength.
In the seventh-day testing, the CBR values continued
to rise. At a 0.1-inch penetration, the CBR value for 6%
lime reached 26.99% (809.61 lbs load). These CBR
values indicate that the stabilized soil is well-suited for
use as a subbase course in road construction.
Meanwhile, the addition of 2% and 4% lime resulted in
CBR values of 17.99% (536.74 lbs load) and 12.59%
(377.82 lbs load), respectively. Both of these values
are still higher than the CBR of the natural soil and
meet the criteria for subgrade layers.
On the 14th day, the CBR value for 6% lime increased
to 31.18% at a 0.2-inch penetration, with a load of
1403.32 lbs. This result meets the technical
requirements for the subbase layer in road
construction. Meanwhile, the addition of 2% and 4%
lime showed CBR values of 13.49% (404.81 lbs) and
18.89% (566.73 lbs load), respectively. Both values are
an improvement compared to the untreated soil and
meet the technical criteria for the subgrade layer.
On the 28th day, the soil stabilized with 6% lime
showed an exceptional increase in CBR, reaching
37.78% at a 0.1-inch penetration (1133.45 lbs load),
while 4% lime reached 23.39% (701.66 lbs load). These
Volume 04 Issue 11-2024
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values indicate a very high soil strength, far exceeding
the minimum standards required for the base course
layer. The soil with 2% lime also showed good results,
with a CBR value of 14.39% (431.79 lbs load), still well
above the natural soil value.
From this comparison, it is clear that soil stabilization
with the addition of lime, especially at 4% to 6%, has a
very positive impact on strengthening soft soil. With
significantly increased CBR values, even in a short
period of time, soil that originally had a CBR value of
4% at a 0.1-inch penetration (134,94 lbs load) can be
transformed into soil with a very strong bearing
capacity. This makes it suitable for use in road
pavement layers, both as a subbase and base course,
in
accordance
with
existing
standards.
0
200
400
600
800
1000
1200
1400
1600
1800
0.0 0.1 0.2 0.3 0.4 0.5 0.6
Lo
a
d
s
(lb
s)
Penetration ( inchi)
0%
2%
4%
6%
0
200
400
600
800
1000
1200
1400
1600
1800
0.0 0.1 0.2 0.3 0.4 0.5 0.6
Lo
a
d
s
(lb
s)
Penetration ( inchi)
0%
2%
4%
6%
7 Days
3 days
7 days
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Figure 2. CBR Test Results Based on Lime Variations and Curing Time
0
500
1000
1500
2000
2500
3000
0.0
0.1
0.2
0.3
0.4
0.5
0.6
Lo
a
d
s
(lb
s)
Penetration ( inchi)
0%
2%
4%
6%
0
500
1000
1500
2000
2500
3000
0.0
0.1
0.2
0.3
0.4
0.5
0.6
Lo
a
d
s
(lb
s)
Penetration ( inchi)
0%
2%
4%
6%
0
500
1000
1500
2000
2500
3000
0.0
0.1
0.2
0.3
0.4
0.5
0.6
L
o
ad
s
(lb
s)
Penetration ( inchi)
0%
2%
4%
6%
14 days
21 days
28 days
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Table 2. Results of CBR Testing
Stabilization
Material
Penet
(Inchi)
Day Variations
3 Days
7 Days
14 Days
21 Days
28 Days
Loads
(Lbs)
CBR
(%)
Loads
(Lbs)
CBR
(%)
Loads
(Lbs)
CBR
(%)
Loads
(Lbs)
CBR
(%)
Loads
(Lbs)
CBR
(%)
0%
0,1"
134,94
4,49
0,2"
188,91
4,20
Soil + Nickel
Slag
0,1"
890,57
29,69
0,2"
1133,45
25,19
Soil + NS +
2%
Lime
0,1"
350,83
11,69
377,82
12,59
404,81
13,49
418,30
13,94
431,79
14,39
0,2"
458,78
10,20
458,78
10,20
647,69
12,99
526,25
11,69
566,73
12,59
Soil + NS +
4
%
Lime
0,1"
485,77
16,19
539,74
17,99
566,73
18,89
674,68
22,49
701,66
23,39
0,2"
674,68
14,99
755,64
16,79
836,60
18,59
998,52
22,19
1133,45
25,19
Soil + NS +
6
%
Lime
0,1"
782,62
26,09
809,61
26,99
890,57
29,69
998,52
33,28
1133,45
37,78
0,2"
1025,51
22,79
1160,44
25,79
1403,32
31,18
1457,30
32,38
1646,21
36,58
CBR value improvement ratio
Previous studies have shown that untreated soft soil
has a low California Bearing Ratio (CBR) value of
4.95%, indicating that the soil lacks adequate strength
and stability to be used as a base material in
construction. Meanwhile, the addition of 6% slag to
the soft soil resulted in a CBR value increase to 29.69%
after 28 days of curing, demonstrating that slag can
significantly strengthen soft soil. However, this
improvement is still limited, and this study further
explores whether the combination of nickel slag, lime,
and aluminium hydroxide [Al(OH)3] can provide a
more substantial increase in the strength of soft soil.
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Figure 3. Comparison and improvement of CBR values based on lime variations and curing time
This study examines the effect of adding lime at
concentrations of 2%, 4%, and 6% in combination with
slag and Al(OH)3 on the improvement of soil CBR
values. Based on the obtained data, the increase in
CBR values varies depending on the lime
concentration. The addition of 2% lime resulted in a
CBR value of 15%, approximately three times higher
than the initial soft soil. With the addition of 4% lime,
the CBR value increased even further to 22%, or about
4.4 times the value of the soft soil. The highest lime
concentration, 6%, provided the optimal result, with a
CBR value reaching 35%, or about seven times the
initial soil value. This shows that lime has a significant
strengthening effect, especially when used at high
concentrations, and can be more effective than
stabilization with 6% slag alone.
The addition of lime and Al(OH)3 to soft soil provides
a positive effect through both chemical and physical
mechanisms. Lime, typically in the form of calcium
oxide (CaO) or calcium hydroxide [Ca(OH)₂], acts as a
binding agent that strengthens soil particles through
pozzolanic reactions. In this reaction, lime interacts
with clay minerals and silica present in the soil to form
pozzolanic compounds such as calcium silicate
hydrate (CSH) and calcium aluminate hydrate (CAH).
These compounds are stable and have high binding
capacity, which increases the soil's strength and
makes it more resistant to volume changes and
environmental influences. The addition of Al(OH)3
serves as a source of aluminates that accelerates the
formation of CAH, further enhancing the bonding
between soil particles. This is evidenced by the
0
5
10
15
20
25
30
35
40
0
5
10
15
20
25
30
C
B
R
Valu
e
(%)
Curing Periode (days)
Soft Soil
Soft Soil + Slag 6%
(28 days curing)
Soil + Slag/Al(OH)3
=1,5 + Lime 2%
Soil + Slag/Al(OH)3
=1,5 + Lime 4%
Soil + Slag/Al(OH)3
=1,5 + Lime 6%
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increase in CBR values after 14 days of curing,
surpassing the CBR values of soil stabilized with only
nickel slag. However, at lime concentrations of 2% and
4%, the CBR values were lower compared to the soil
stabilized with only nickel slag. This may be due to the
influence of the effectiveness of the stabilization
material used, which is the main factors affecting the
chemical reaction [18]. The combination of the
chemicals used can impact the overall water
absorption and retention properties of the mixture,
thereby affecting the mechanical behaviour of the
test specimen [19]. Thus, at low lime concentrations
(2% or 4%), it does not provide enough calcium
hydroxide (Ca(OH)₂) to support the pozzolanic
reaction optimally.
Overall, the combination of slag, lime, and Al(OH)3
proves effective as a soft soil stabilization method,
with the most significant results at a 6% lime
concentration. The CBR value for the 6% lime mixture
is even higher than that of the 6% slag stabilization
alone, showing that lime, with the aid of Al(OH)3, has
a greater influence on strengthening the soil. From
the perspective of civil engineering applications
requiring high-strength subgrade layers, the use of
multiple stabilization materials can be recommended
as a more effective soil improvement approach
compared to using a single stabilization material. This
combination not only enhances the mechanical
strength of the soil but also provides better stability
against
changes
in
moisture
content
and
environmental conditions, making it an optimal choice
for soil improvement in road foundation construction.
CONCLUSIONS
This study demonstrates that soft soil stabilization
with a mixture of nickel slag, aluminium hydroxide
[Al(OH)₃], and lime in concentrations of 2%, 4%, and 6%
significantly improves the soil's California Bearing
Ratio (CBR). After a 28-day curing period, the mixture
with 6% lime achieved a CBR value of 37.78%,
exceeding the required bearing capacity for road
pavement subgrade and showing a significant
improvement over the 6% slag alone, which only
reached a CBR of 29.69%. These findings confirm that
the addition of lime, particularly at concentrations of
4%
to
6%,
provides
substantial
mechanical
strengthening, making soft soil more suitable for
structural applications in road foundations.
The effectiveness of the lime and Al(OH)₃ combination
is primarily due to the formation of calcium silicate
hydrate (CSH) and calcium aluminate hydrate (CAH)
compounds through the pozzolanic reaction, which
enhances the strength and resistance of the soil to
environmental conditions. This stabilization method is
significantly more effective at strengthening and
stabilizing soft soil compared to the use of a single
type of stabilization material. Therefore, this
combination is highly recommended for civil
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engineering applications requiring high-bearing
capacity subgrade layers, such as road foundations, as
it provides optimal stability against moisture
fluctuations and changing environmental conditions.
Additionally, by utilizing industrial waste and local
materials, this approach supports more sustainable
and cost-effective construction practices.
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