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International Journal of Applied Engineering Research ISSN 0973-4562 Volume 12, Number 14 (2017) pp. 4687-4693
© Research India Publications. http://www.ripublication.com
4687
Study on Characteristic of Laterite Soil with Lime Stabilization as a Road
Foundation
Zubair Saing1, Lawalenna Samang2, Tri Harianto3 and Johannes Patanduk4
1Doctoral Program of Civil Engineering, Hasanuddin University, Engineering Faculty, Poros Malino Street of Gowa, Indonesia.
2Professor of Civil Engineering, Hasanuddin University, Engineering Faculty, Poros Malino Street of Gowa, Indonesia.
3Associate Professor of Civil Engineering, Hasanuddin University, Engineering Faculty, Poros Malino Street of Gowa, Indonesia.
4Associate Professor of Civil Engineering, Hasanuddin University, Engineering Faculty, Poros Malino Street of Gowa, Indonesia.
Abstract
Regional growth and development led to an increase in
infrastructure especially roads. Along with that, material
requirements as the road foundation also increased.
Meanwhile, the number of qualified materials in certain areas
is limited, difficult to obtain and expensive. Therefore, efforts
are required to exploit the potential of local soils as a
qualified road foundation material. One of them is laterite soil
which is only wasted from mining activities. This study aims
to analyze and produce the characteristics of laterite soil with
lime stabilization to be used as a road foundation. Physical
and mechanical properties, mineral content, and chemical
composition, obtained from laboratory testing. Meanwhile, to
obtain soil bearing capacity, the physical model of the road
foundation was examined. The addition of lime with
compositions of 3, 5, 7, and 10% at maximum dry density
from Proctor standard test, then cured to 3, 7, 14, and 28 days
before testing. Subsequently, the soil mixture is fed into the
test tub with length (L) = 8m, width (W) = 2m, and height (H)
= 2.5m. The physical model of road foundation consists of a
subgrade soil with 1.5 m thickness and above the subgrade is
placed lime treated base with 0.1 m thickness. Dial gauge to
read the magnitute of vertical deformation occurs when
loading is placed on surface with 0.2 m distance.
Furthermore, static loading test on each mixture of lime
treated base. The results show that, stabilization of 10% lime
for 28 days curing time yields the strength and bearing
capacity of the soil three times higher than soil before
stabilization. Subgrade modulus increased significantly with
increasing of lime content and curing time. Comparing the
relation of subgrade modulus and CBR values for common
soil and sediment soil with cement stabilization, it was found
that performance of laterite soil with lime stabilization is
better than sediment soil with cement stabilization and
approaching of common soil. It is concluded that laterite soil
with lime stabilization has potential as a road foundation.
Keywords: Laterite soil, lime stabilization, road foundation.
INTRODUCTION
Materials requirement for road foundation in certain areas is
often a problem because it is difficult to obtain, expensive,
and limited number of eligible. So the development should be
done on subgrade soil conditions such as soft soil, swelling
soil, soil from the sea, even unstable soil in case of
earthquake/vibration. One method that can be used to
overcome the problem is soil stabilization before used. The
purpose is to improve soil performance or to improve the soil
geotechnical properties chemically so that the soil meets
certain technical requirements. In addition to stabilization
methods, the efficiency of soil use as a road foundation can be
developed in areas with limited material conditions. This is
intended to reduce the type and thickness of the road
foundation, which is generally done with two types of
foundation layers, namely bottom foundation layer (LPB) and
upper foundation layer (LPA).
One of the most important challenges in the design of
structures on soil is the reaction of the soil when in contact
with the structure. The mechanical behavior of the soil is very
complex, since the soil is naturally non-linear, anisotropic,
heterogeneous, and deformed depending on the load given.
Thus, in engineering work to design structures, soil modeling
is made with all its complexity, with a simple system called a
subgrade reaction model [1]. The determination of soil
strength to support the above structure is determined by the
soil reaction coefficient (ks) and the soil elasticity modulus
(Es). The soil stiffness assumption model as the ratio between
pressure () and vertical displacement () is linear, and is
known as the soil reaction coefficient (MN/m3). This theory
simulates the soil behavior as an independent spring group,
with a linear-elastic model. This theory is widely developed
for the calculation of stresses on a flexible foundation [2].
The value of soil reaction modulus can be determined based
on field testing, laboratory testing, empirical equations, and
tabulation values. Field tests using plate loading test,
laboratory test using consolidation test and triaxial test [3]
and [13].
One of the soil that can be developed is potentially laterite
soil in Sorowako, East Luwu Regency, South Sulawesi. This
International Journal of Applied Engineering Research ISSN 0973-4562 Volume 12, Number 14 (2017) pp. 4687-4693
© Research India Publications. http://www.ripublication.com
4688
area is relatively difficult to obtain the soil type that meets the
technical requirements as road foundation, even must be
imported from other regions. Instead it is dominated by
laterite soils with relatively high metal content, especially
iron oxide (Fe2O3), which is simply wasted from nickel
mining [12], [18-20].
Recent study on laterite soil and soil stabilization with various
methods has been widely practiced, especially in countries
with many of these soils types, such as Asia and Africa. Some
previous studies include; the higher content of clay minerals
in the laterite soil causes a decrease in soil strength [4], the
addition of lime and cement is more efficient in 2% cement
and 3% lime mixture [5], sediment soil with cement
stabilization increases the soil strength up to three times more
than strength of original soil [6], laterite soil with polymer
solution (GKS) stabilization resulting in increased soil
compressive strength as the increasing of the curing time after
7 days [7], laterite soil stabilization using a mixture of
charcoal and cement resulted in the most effective
stabilization conditions in addition 6% charcoal sugar cane
and 5% cement addition [8], laterite soil stabilization with
corn cob ash (CCA), resulted in maximum increase of
maximum dry density at 1.5% CCA content and increase the
CBR value at 1.5% CCA [9], laterite soil stabilization using
liquid sodium silicate, resulting in the addition of 9% sodium
silicate increased soil strength [10], an increase of soil
hydraulic gradient if mixing with fed gasoline [11].
MATERIAL AND METHOD
The material used in this research is laterite soil from
Sorowako East Luwu Regency South Sulawesi with
coordinates S 2o56'21,16" and E 121o36'26,54". Tests of
physical and mechanical properties of the soil were conducted
in laboratory according to American Standard for Testing and
Materials (ASTM), as shown in Table 1. Soil stabilization
using quick lime with CaO = 97,8% and silica oxide (SiO2) =
2,2%. The addition of lime with compositions of 3, 5, 7, and
10% at maximum dry density from Proctor standard test. The
physical model test is performed on a test tub with dimension;
height (H) = 2.5 m, length (L) = 8 m, and width (W) = 2 m.
The physical model of road foundation layer consists of 1.5 m
thick of subgrade layer and 0.1 m thick of laterite soil with
lime stabilization (lime treated base) layer. The process of soil
compacting in the test tube was conducted accordance with
standard Proctor compaction process in the laboratory to
ensure the suitability of soil density. After each layer was
compacted, then the dial gauge for reading the magnitude of
vertical deformation that occurs when loading is placed on the
surface with 0.2 m distance, the next stage is the static
loading for each soil mixture composition. The test results
was used to determine of soil subgrade modulus (k), which is
the ratio of pressure change (∆and vertical deformation
change (∆). The physical model test as shown in Fig. 1.
Table I: ASTM Standard for Soil Testing
Type of Testing
ASTM Standard
Number
Grain size analysis
C-136-06
Liquid limit (LL)
D-423-66
Plastic limit (PL)
D-424-74
Plastic index (IP)
D-4318-10
Spesific gravity (Gs)
D-162
Water content (Wc)
D-2216-98
Unconfined compression Test
(qu)
D-633-1994
Compaction test
D-698
CBR laboratory test
D-1833
Direct shear test
D-3080
XRD test
D3906-03
(2013)
SEM test
E986-04
(2010)
EDS/EDAX
E1508-12a
Figure 1: Physical model test of lime treated base as road
foundation
International Journal of Applied Engineering Research ISSN 0973-4562 Volume 12, Number 14 (2017) pp. 4687-4693
© Research India Publications. http://www.ripublication.com
4689
RESULT AND DISCUSSION
The results of physical and mechanical testing of alluvial soil
and laterite soil are shown in Table 2, while mineral content
and laterite soil chemical composition are shown in Tables 3
and 4.
Table II: Physical and Mechanical Properties of Alluvial and
Laterite Soil
No
Soil Characteristics
Unit
Alluvial
Soil
Laterite
Soil
1
Specific Gravity
(Gs)
-
2,65
2,62
2
Water content (w)
%
38,85
22,25
3
Sieve analysis
a. gravel
%
-
-
b. sand
%
41,80
5,11
c. Silt/clay
%
58,20
94,89
4
Atterberg limits
a. Liquid limit (LL)
%
65,46
68,73
b. Plastic limit (PL)
%
33,90
37,96
c. Index plasticity
(PI)
%
31,56
30,77
5
Standard Proctor
compaction
a. Maximum dry
density (d maks)
kN/m3
14,01
16,92
b. Optimum moisture
content (wopt)
%
30,79
16,72
6
Unconfined
compression strength
(qu)
kN/m2
48,85
128,88
7
California Bearing
Ratio (CBR)
a. CBR unsoaked
%
7,33
22,99
8.
Direct shear test
a. Cohesion (C)
kN/m2
12,19
16,3
b. Internal friction
angle ()
( 0 )
13
20
9.
Soil classification
a. USCS
CH
CH
b. AASTHO
A-7-6
A-7-6
Table III: Chemical Composition of Laterite Soil with 10%
CaO Stabilization
Chemical
Compound
(%)
Laterite
Soil
Laterite Soil + 10% CaO
(%)
3
days
7
days
14 days
28
days
MgO
0,83
2,61
1,98
0,07
3,21
Al2O3
5,73
10,18
7,46
3,90
10,07
SiO2
2,28
6,75
5,35
3,41
8,92
K2O
-
0,32
0,29
0,00
0,00
TiO2
-
0,00
0,39
0,40
0,00
FeO
86,55
62,44
67,06
78,52
60,53
NiO
2,78
2,69
2,72
2,62
0,00
Cr2O3
-
1,73
2,18
2,06
1,94
P2O5
-
0,00
0,00
0,00
0,00
SO3
1.05
2,64
1,59
0,80
2.31
Na2O
-
3,47
1,70
0,00
2,51
CaO
0,25
6,84
9,25
8,22
10,51
Based on the results of Tables 2, it is known that alluvial soil
and laterite soil grains are dominated by silt/clay material
respectively 58.20% and 94.89%, with plasticity index of
31,56% and 30,77%. These results indicate that alluvial soil
and laterite soils are included in clay classification with high
plasticity (A-7-6 according to AASTHO and CH according to
USCS). While based on mineral content on Table 3, showed
that laterite soil was dominated by illite-montmorillonite
minerals, and based on chemical composition showed on
Table 4, laterite soils are dominated by iron oxide content up
to 86.55%.
Table IV: Minerals content of laterite soil with 10% CaO
stabilization
Minerals Content
(%)
Laterite
Soil
Laterite Soil + 10% CaO
(%)
7
days
14
days
21
days
28
days
hematite HP,
iron(III) oxide
7
7
8
38
25
Kaolinite
8
6
11
9
5
Illite-
montmorillonite
(NR)
80
42
9
26
18
Forsterite
3
-
25
8
37
Portlandite
-
45
47
18
15
International Journal of Applied Engineering Research ISSN 0973-4562 Volume 12, Number 14 (2017) pp. 4687-4693
© Research India Publications. http://www.ripublication.com
4690
Subsequently, the strength test result of some variation CaO
content and curing time is shown in Fig. 2.
Figure 2: Relationship of laterite soil strength with lime
content and curing time
The addition of lime causes the soil to become harder and
stiff. An increase in compressive strength until it reaches the
peak of strength indicates fragile collapse. Figure 2 shows the
relationship of soil strength with lime content and curing
time. It is seen that the increase in lime content and increase
of curing time leads to increase the compressive strength of
soil. In 10% lime content with 28 days cured, the compressive
strength increased 300% (three times higher than untreated
soil).
Increasing of soil compressive strength occurs due to clay
particles have a high negative charge on the surface that can
attract cations (positive charge ions) and water dipoles. Two
reactions occur, that is cation exchange and flocculation-
agglomeration, are rapid and direct result in increased
strength due to decreased soil plasticity and increased soil
capacity. The direct effects of CaO addition on the soil are
obtained during curing and construction stage, related to
cation exchange reactions and agglomeration flocculations.
The effect of long-term stabilization occurs during and after
curing, this is very important for soil strength. When this
effect is produced to some extent due to cation exchange and
agglomeration-flocculation, the resulting pozzolanic strength
is predominantly generated. The addition of CaO to the soil
directly undergoes a hydration process due to its chemical
combination with water and heat release. The soil becomes
dry because the water in the soil is reacted and evaporates.
During stabilization and increasing the amount of CaO and
H2O contents, pH of soil directly rises above 10.5 causing the
clay particles to broken. Silica and alumina react with calcium
from CaO in the form of calcium silicate hydrate (CSH) and
calcium aluminate hydrate (CAH). This forms a matrix that
contributes to producing strength layers of laterite soil with
lime stabilization [14] and [15]. This condition leads to an
increase of soil strength. The chemical reaction mechanism
occurring in the stabilization of laterite soil with lime as
shown in Fig. 3.
Figure 3: Chemical reaction of soil with lime stabilization
(After Jaritngam, et. al., 2014)
According to Fig. 3, the chemical reactions occurring as a
result of the addition of CaO and water (H2O) to the laterite
soil containing SiO2.Al2O3.Fe2O3 are described as showed in
Equation 1.
SiO2.Al2O3.Fe2O3 + CaO + H2O → CaO.(SiO2).H2O +
CaO.Al2O3.H2O + CaO. 2Fe(OH)3 (1)
Where, SiO2.Al2O3.Fe2O3 is a laterite soil content, CaO is
quick lime as a stabilizing agent and H2O is water. The
resulting reaction consists of CaO. (SiO2). H2O is Calcium
Silicate Hydrate (CSH), CaO.Al2O3.H2O is Calcium
Aluminate Hydrate (CAH), and CaO.2Fe(OH)3 is Calcium
Ferro Hydroxide (CFH).
In addition of soil compressive strength, the test of soil
bearing capacity on some variation of CaO content and curing
time was conducted. The change of CBR value showed in Fig.
4. Based on these figure, showed that increasing of CaO
content to 10% and 28 days cured, causing the bearing
capacity of the soil increased 300% (three times higher than
untreated soil). Pozzolanic reaction causes pozzolanic
strength which causes dry and dense soil due to CaO and
water reaction, where calcium silicate hydrate (CSH) and
calcium aluminate hydrate (CAH) form a cementation layer
matrix causing the increase of soil strength. This resulted in
bearing capacity of the soil also experienced significant
increase. The dominance of clay minerals with high plasticity
such as montmorillonite and illite with high iron oxide
content and lime addition, will result in reaction forming CSH
and CAH, which closes the micro pore of soil, so the soil
becomes denser and causes the strength and bearing capacity
increase as reaction in Equation 1. This condition is shown in
Fig. 5.
lime
International Journal of Applied Engineering Research ISSN 0973-4562 Volume 12, Number 14 (2017) pp. 4687-4693
© Research India Publications. http://www.ripublication.com
4691
2 4 6 8 10 12 14 16 18 20
keV
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
cps/eV
O Mg
Al
Si
S Ca
Ca
V
V
Mn
Mn
Fe
Fe
Ni
Ni
a
2 4 6 8 10 12 14 16 18 20
keV
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
cps/eV
O Si
Al
Na
Mg
Ca
Ca
Cr
Cr
Fe
Fe
b
Figure 4: Relationship of laterite soil CBR value with CaO
content and curing time
Figure 5: SEM Microphotograph of laterite soil; a) untreated
soil; b) soil treated with 10% lime after 28 days cured
Based on Fig. 5, showed that, soil micro pores are relatively
large and scattered before stabilized. The addition of CaO
causes an ion exchange charge reaction in the soil. Release of
negative ions on the surface and sides of the clay minerals as
well as the exchange of negative and positive ions of hydrous
oxide of iron and aluminium as reaction in Equation 1. This
ion exchange reaction that causes the formation of cemented
minerals that form the matrix and into the soil strength layers,
as shown in Fig. 5b.
Utilization of laterite soil with lime stabilization as road
foundation was conducted with physical model placed in a
test tub with maximum dry density according to the
laboratory results. Furthermore, the physical model is given
static loading to find the bearing capacity and vertical
deformation. The results test of road foundation physical
model using laterite soil with lime stabilization are shown in
Fig. 6. These figure shows the relation of pressure and
vertical deformation that occurs due to loading applied in
physical model of road foundation. An increased of addition
lime content causes increased soil strength and decreases
vertical deformation. This is in accordance with the results of
soil capacity and soil microstructure characteristics. In
addition, according to Fig. 6 can be determined the value of
subgrade modulus, soil deformation, and the pressure for each
percent of lime addition, as well as the pre-determined CBR
field values, as shown in Table 5.
Figure 6: Relationship of pressure vs vertical deformation
Table V: Subgrade modulus and CBR value of laterite soil
with lime stabilization
CaO
Content
(%)
Pressure,
q (kN/m2)
Vertical
deformation
(10-3m)
Subgrade
modulus,
k (kN/m2
per mm)
CBR
Value
(%)
3
330,0
8,2
40,2
12,00
5
362,5
6,0
60,4
31,92
7
387,5
4,5
86,1
40,91
10
437,5
3,3
132,6
45,00
Based on Table 5, relationship between the soil subgrade
modulus and CBR value and compared with similar curves
for general soil (PU. Bina Marga, 2003) and sediment soil
with cement stabilization (Yusuf, H., et al, 2013) as shown in
Fig. 7.
International Journal of Applied Engineering Research ISSN 0973-4562 Volume 12, Number 14 (2017) pp. 4687-4693
© Research India Publications. http://www.ripublication.com
4692
Figure 7: Relationship of subgrade modulus vs CBR
Based on Fig. 7, it is seen that the laterite soil with lime
stabilization curve lies between the general soil curve and the
sediment soil cement stabilization. The laterite soil with lime
stabilization showed better performance than the sediment
soil cement stabilization. These results indicate that laterite
soil with lime stabilization is good for use as road foundation.
CONCLUSIONS
The addition of CaO up to 10% with curing after 28 days
showed significant improvement of soil strength and bearing
capacity three times higher than untreated soil. The laterite
soil reaction with CaO form the cementation matrix of
calcium silicate hydrate (CSH), calcium alumina hydrate
(CAH) as a coating that contributes to increased strength and
soil bearing capacity. Subsequently, the addition of lime to
10% leads to increased soil strength and decreases vertical
deformation. Comparing the relationship of subgrade
modulus and the CBR values for common soil and sediment
soil with cement stabilization, it was found that laterite soil
with lime stabilization curves is in between common soil and
sediment soil with cement stabilization. This condition
indicated that performance of laterite soil with lime
stabilization is better than sediment soil with cement
stabilization and in accordance with common soil. It is
concluded that laterite soil with lime stabilization has the
potential of utilization as road foundation.
ACKNOWLEDGMENT
We would like to thank Soil Mechanics Laboratory
Hasanuddin University for permits to use material testing
tools, and special thank to Indonesian Ministery of Research
Technolgy and Higher Education for funding this research.
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