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Journal of Geotechnical Engineering Influence of Combined Stabilization on

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 Journal of Geotechnical Engineering
ISSN: 2394-1987 (Online)
Volume 4, Issue 1
www.stmjournals.com

Influence of Combined Stabilization on the Structural

Properties of Subgrade Soil
Saad I. Sarsam*, Aamal A. Al Saidi, Afaq H. AL Taie
Department of Civil Engineering, College of Engineering, University of Baghdad, Iraq

Abstract
Soil stabilization with liquid asphalt is considered as a sustainable step towards roadway
construction on problematic subgrade soil, there are no requirements to import good quality
materials or to implement energy consumption, but to mix the readily available soil with
liquid asphalt through the cold mix technique. In this work, collapsible soil obtained from
Nasiriya was mixed with asphalt emulsion, lime, and combinations of lime and asphalt
emulsion (combined stabilization) and tested in the laboratory for California bearing ratio in
dry and soaked conditions. Field trial sections have been prepared with the same
combinations and subjected to plate bearing test. The influence of combined stabilization on
the structural properties in terms of load bearing capacity and deformation under both testing
techniques have been monitored and analyzed. It was concluded that 17% of asphalt emulsion
and 6% lime can furnish a suitable combined stabilization process from the structural
properties requirements point of view.

Keywords: Asphalt emulsion, stabilization, subgrade lime, strength

*Author for Correspondence E-mail: saadisasarsam@coeng.uobaghdad.edu.iq

INTRODUCTION of cutback asphalt and lime on gypseous soil

The implementation of liquid asphalt and cold properties was investigated by Sarsam et al.,
mix technique in the stabilization of soil for and it was found that the addition of (5%
subgrade construction has been a wide field of cutback asphalt+11% water+7% lime) had
research since the sustainability issue is being increased the strength of gypseous soil [4].
discussed. However, the research work on Reduction of coefficient of permeability and
combined stabilization is scares and scattered increment of CBR values were noticed as
[1]. The implementation of lime, gypsum and compared with untreated soil.
cement as additives to the soil-cutback mix has
been studied by Sarsam [2], an improvement The impact of lime to improve village road
in the strength property in terms of California section where clay is dominant has been
bearing ratio (CBR) at the soaked testing investigated by Aydin and Adnan [5], the lime
condition was reported. stabilization in field condition was performed
with 5% of lime and was applied as a 30 cm
The possibility of stabilizing expansive clayey thick single layer. The plate loading test was
soil with emulsified asphalt and lime was used to determine the field test. It was found
investigated by Al-Khashab and Al-Hayalee that the modulus of subgrade reaction
[3], several samples of soil-lime mixtures were increased as a result of lime stabilization, the
prepared at different percentages and then wet CBR value of 5% of lime added to the
emulsified asphalt was added in different brown clay at age 28 days increased 21 times
amounts. The test results showed that lime- when compared to the natural soil.
emulsified asphalt stabilization had increased
the plasticity of clayey soil and the optimum The structural properties of asphalt stabilized
moisture content. soil in terms of rutting and shear resistance
was investigated by Sarsam and Barakhas [6],
The specific gravity, absorption values, swell- it was concluded that the addition of cut-back
percent and swelling pressure, maximum dry asphalt decreases the strain % ϵ of asphalt
density were decreased. The combined effect stabilized soil by 65% at 7% asphalt content,

JoGE (2017) 13-24 © STM Journals 2017. All Rights Reserved Page 13
Soil Stabilization with Liquid Asphalt Sarsam et al.

while it increases the resilient modules (MR) MATERIALS AND METHODS

of stabilized soil by 300% at 7% asphalt Subgrade Soil
content. The effect of lime stabilization on Soil was brought from AL-Nasiriya city which
engineering properties and strength is located 380 km south of Baghdad. A shovel
characteristics of an expansive soil was was used to remove the top soil of 30 cm
investigated by Alomgir and Siddique [7]. It thickness and the soil was obtained from a
was found that maximum dry density, free depth of 1.0–1.5 m below the natural ground
swell and free swell index and linear shrinkage level. The physical properties of the soil are
of the treated soil decreased considerably with illustrated in Table 1.
the increase in lime content. Depending on the
lime content, curing age and the unconfined Such properties have been determined as per
compressive strength, California bearing ratio ASTM testing procedures [12]. The chemical
(CBR) of the treated samples increases as composition of the soil is shown in Table 2.
compared with the untreated sample. Figure 1 shows the grain size distribution of
the soil, while Figure 2 presents the standard
The effect of adding hydrated lime to the proctor compaction curve.
subgrade was studied by Beckham and
Hopkins [8]. It was found that the unconfined Table 1: Physical Properties of the Soil.
Test
compressive strength increased by 50% above Physical Properties
Results
untreated soil strength when adding 2% of
Liquid limit (%) 47
lime to the soil, CBR values increased from
less than 5 with no additive to more than 20% Plastic limit (%) 23
with the addition of 10% of lime in soaked Plasticity index (%) 24
test.
Specific gravity (Gs) 2.730
Prasada et al. investigated the improvement of Clay (%) 42
road by lime and geotextile as reinforcement
[9]. Marine clay was used in this investigation, Silt (%) 57
it was found in the field test by using static Sand (%) 1
plate load tests that the ultimate load carrying
Unified classification system CL
capacity for settlement was 282.837 kN/m2
load with the settlement of 1.32 mm and AASHTO classification system A-7-6
763.661 kN/m2 with the settlement of 1.12 mm Maximum dry unit weight (kN/m3)
for natural and stabilized soil respectively. 16.6
(Standard proctor)
Optimum moisture content (%)
Bunga et al. studied the possibility of 20
(Standard proctor)
stabilizing clay soil with emulsified asphalt Maximum dry unit weight (kN/m3)
[10], while Soliman and Shalaby studied the 17.7
(Modified proctor)
elastic behavior of fine-grained subgrade soils Optimum moisture content (%)
under traffic loading [11]. The aim of this 16
(Modified proctor)
investigation is to implement the combined Collapse potential 5.5%
stabilization in which to add lime to the soil so
that the constituent clay particles will react
chemically with the lime and change its Table 2: Chemical Composition of the Soil.
swelling and elastic properties, while the Chemical Composition Test Result
asphalt emulsion will support the damp SiO2 40.24
proofing properties and control the Fe2O3 6.0
collapsibility issue.
Al2O3 11.24
The influence of such stabilization on the CaO 17.36
structural properties of the soil in terms of MgO 5.9
CBR and plate bearing test will be
investigated. L.O.I. 15.99

JoGE (2017) 13-24 © STM Journals 2017. All Rights Reserved Page 14
Journal of Geotechnical Engineering
Volume 4, Issue 1
ISSN: 2394-1987 (Online)

Fig. 1: Grain Size Distribution of the Soil.

Fig. 2: Standard Compaction Curve of the Soil.

Asphalt Emulsion Table 3: Properties of Asphalt Emulsion.

This type of liquid asphalt was brought from Property Test Results
Al-Daura refinery. This type of asphalt
Particle charge +ve
provides easy cold mixing with soil, and
ultimately a homogenous mixing is obtained. Viscosity (Cst) 45
Properties of asphalt emulsion used are given Cement mixing 1.2
in Table 3 as supplied by refinery.
Lime Settling time (h) 19
In this study, hydrated lime was used. The Coating ability and water resistance Good
major chemical and physical properties of lime
Coating dry and wet aggregates Fair
are shown in Table 4.

JoGE (2017) 13-24 © STM Journals 2017. All Rights Reserved Page 15
Soil Stabilization with Liquid Asphalt Sarsam et al.

Table 4: Chemical Composition of Lime. by hand, then the required moisture content
Composition Percent was added, and mixed thoroughly followed by
SiO2 1.51 the addition of liquid asphalt. The soil-fluid
Fe2O3 0.11
was mixed by rubbing between palms for
5 min so that the mixture has a homogenous
Al2o3 0.93
character. The mixture was allowed for
CaO 92.01 aeration for 2 h at room temperature before
Loss on ignition 8.9 compaction as recommended by Sarsam et al.
% passing sieve no. 200 89 [15]. When lime was implemented, the lime
was added to the dry soil and mixed, then the
The Use of Additives for Combined required percentage of water was introduced
Stabilization and mixed thoroughly by hand, the mixture
To improve the properties of soil emulsion was allowed to cure for 1 h at room
mixture under absorbed condition, it was temperature and was covered with a plastic
decided to use lime as an additive material for sheet before compaction. When combined
stabilization was implemented, the required
combined stabilization in addition to
amount of asphalt emulsion was added to the
emulsified asphalt. The optimum percentage
cured soil-lime mixture and mixed, then
of lime additive for the soil emulsion mix was
allowed for aeration as explained above. The
obtained based on trial specimens with test was conducted following the procedure
different lime percentages. Finally, 6% lime recommended by the ASTM D 1883 [12]. The
was selected for combined stabilization with testing procedure for the soaked and unsoaked
the mixture of optimum fluid content of 20% conditions was as described below.
(17% emulsion asphalt+3% water). Additives
had improved the strength properties of Dry Test
asphalt stabilized soil at soaked testing The specimens were kept after compaction for
condition as reported by several authors [3, 4, curing at room temperature for 7 days in the
13, 14]. mould. To represent the actual field
conditions, only the top surface of the
CALIFORNIA BEARING RATIO specimens was subjected to curing as was
(CBR) TEST recommended by Sarsam [2]. Then the
Specimen's Preparation specimen was assembled, and the load-
The CBR test was conducted to study the penetration data were recorded. Load
effect of adding emulsified asphalt and lime on deformation curves were drawn and CBR
the strength of soil. In this test, eight groups of ratios at 2.54 and 5.08 mm penetrations were
specimens have been prepared. Two reported.
specimens were prepared using untreated soil
with optimum moisture content of 20%, Soaked Test
another two specimens were prepared with The specimens were allowed to cure at room
optimum percentage of fluid content (17% temperature for 7 days and then they were
emulsion asphalt+3% water). Such percentage soaked in water for 4 days at room
of emulsion was obtained based on many trial temperature. Then the soaked specimens were
specimens with various combinations of water removed from water, allowed to drain for
and asphalt percentages, and the optimum case 15 min, and tested at room temperature. Load
was selected to be 17% asphalt+3% water. The deformation curves were drawn and CBR
third group consist of two specimens prepared ratios at 2.54 and 5.08 mm penetrations were
with the optimum percentage (4%) of lime as reported.
tested under soaked and dry test condition.
The fourth group consist of two specimens Preparation of the Site for Static Plate
prepared with combined stabilization (6% lime Bearing Test
+3% water +17% asphalt emulsion). In highway formations, the subgrade layer that
acts as a pavement foundation should be well
The preparation of each specimen consists of designed. The subgrade strength is important
pulverizing the soil which passes sieve no. 4 during construction and design stage. Field

JoGE (2017) 13-24 © STM Journals 2017. All Rights Reserved Page 16
Journal of Geotechnical Engineering
Volume 4, Issue 1
ISSN: 2394-1987 (Online)

plate load test is commonly used to predict the area selected was divided to four sections,
deformations and failure characteristics of the each section of size (10×5) m2. Section one
subgrade soil and modulus of subgrade represent untreated soil, the second section is
reaction (ks), which is required for soil- the asphalt emulsion stabilized soil, and the
structure interaction studies and design of third section is the lime stabilized soil, while
highway pavement (flexible and rigid the fourth section is the combined stabilized
pavements). A series of tests were conducted soil. Generally, the preparation procedure
on selected field sites. Prior to the preparation would be of five steps for each section:
of the soil surface for testing, the top soil of (spreading, mixing, aeration, compaction and
30 cm depth was discarded from the site to curing). For the first section, the soil was
reach the original soil because the top layer pulverised as shown in Figure 4, and the
contains impurities which are not considered required amount of water was sprinkled using
as representative of the original soil of the site. the required equipment as demonstrated in
Figure 3 shows the clearing of the site using Figure 5, then the soil was mixed with water
power shovel. The area selected for as illustrated in Figure 6, then compacted
conducting the field test was about 200 m2 using the sheep foot modified roller as shown
after levelling the ground properly. The total in Figure 7.

Fig. 3: Preparing the Subgrade and Removing Fig. 4: Pulverizing the Subgrade Soil.
Top Soil.

Fig. 5: Addition of Optimum Water Content. Fig. 6: Mixing the Water with the Soil.

JoGE (2017) 13-24 © STM Journals 2017. All Rights Reserved Page 17
Soil Stabilization with Liquid Asphalt Sarsam et al.

Fig. 7: Compaction of the Subgrade Soil. Fig. 8: Addition of Asphalt Emulsion.

Fig. 9: Spreading Hydrated Lime on the Fig. 10: Mixing Hydrated Lime with the Soil.
Subgrade Soil.

Fig. 11: Spreading Emulsion over the Soil-Lime Fig. 12: Mixing the Combined Stabilization.
Mixture.

JoGE (2017) 13-24 © STM Journals 2017. All Rights Reserved Page 18
Journal of Geotechnical Engineering
Volume 4, Issue 1
ISSN: 2394-1987 (Online)

For the second section, the natural soil was accuracy of 0.01 mm sensitivity (0.25 mm),
pulverised, the required amount of water (3%) have been placed opposite to each other. The
was added, and then the asphalt emulsion dial gauges were supported on rigid uprights
(17%) was spread as shown in Figure 8. The fixed firmly into the ground. The loading
soil was mixed and the site was left for columns, steel stands and other construction
aeration for 2 h, and then compacted using the tools required for preparation of the test pits
same roller. The site was allowed to cure for a and loading apparatus have been assembled as
period of 7 days before testing. For the third demonstrated in Figure 13.
section, the soil was pulverised, and the
required amount of lime of 4% was spread A truck was loaded with sufficient subbase
over the section as demonstrated in Figure 9, materials to produce the desired reaction of
then 20% of water was sprinkled, and the soil 40 t on the surface under test. After
was mixed with water and lime as shown in completing the installation equipment setups,
Figure 10, then the site was left to allow for and after the equipment was properly
the initial chemical reaction between the soil arranged, with all of the dead load (Hydraulic
and lime for 1 h and ½ h, and then, the layer Jack, Plates, dial gauge, and Loading Device),
was compacted. The site was allowed to cure a static seating load equal to one half of initial
for a period of 7 days before testing. load was applied on the circular plate and
maintained for a minimum period of 3 min so
Finally, for the fourth section, the soil was that it will be in close contact with the surface
pulverised, and the required amount of lime of to be tested, then the static load was applied to
6% was spread over the section, then 3% of give a deflection of 2.61 mm. After that, the
water was sprinkled, the mixture was left for load was reset to the zero and then increased at
1.5 h to allow the chemical reaction between a moderately rapid rate in uniform increment
soil and lime, then the asphalt emulsion (17%) until it reaches the maximum load and then,
was spread as shown in Figure 11, and the soil the load was released till zero reading. This
was mixed with its combined materials (water, testing method was used to evaluate the
lime, and emulsion) as shown in Figure 12. stiffness of subgrade soils in each of the
The site was left 2 h for aeration, and then untreated soil, stabilization with emulsified
compacted. The field density and moisture asphalt, soil stabilization with lime, and
content were checked using a sand cone combined stabilization with emulsified asphalt
apparatus according to the ASTM D and lime.
1556 [12].

Plate Bearing Test (PBT)

The standard method for a field plate load test
is given by the American Society for Testing
and Materials ASTM, according to ASTM
D1196, [12]. The test allows the determination
of the relationship between the applied
pressure and the displacements. Three circular
steel bearing plates of 25 mm in thickness and
varying in diameter from 22.5–30.5–45.5 cm
have been employed for the test.

The implemented hydraulic jack capacity was

60 t in order to provide and maintain the
maximum estimated load for the specific soil
conditions. The hydraulic jack assembly
included a spherical bearing attachment and
are capable of applying and releasing the load
in increments. Two-dial gauge, capable of
measuring settlement of the test plate to an Fig. 13: Plate Bearing Test Assembly.

JoGE (2017) 13-24 © STM Journals 2017. All Rights Reserved Page 19
Soil Stabilization with Liquid Asphalt Sarsam et al.

DISCUSSION that the constituent clay particles of the soil

Influence of Stabilization on California will react chemically with the lime and change
Bearing Ratio its swelling and elastic properties, while the
It can be noticed that an increment in the CBR asphalt emulsion will support the damp
values could be detected for all stabilized proofing properties and control the
samples as compared with untreated soil. This collapsibility issue. It can be observed that
may be attributed to the increase in the shear although the implementation of lime additive
strength of the soil specimens when using into the combined stabilized mixture shows
asphalt emulsion or lime or a combination of better strength behavior during the dry test
both. Figure 14 presents the load-penetration when compared to asphalt stabilization
curves obtained from the CBR test in dry process, it exhibits similar strength behavior to
condition. The lime treated soil exhibits the asphalt stabilized at absorbed test, this may be
highest load sustaining capabilities as attributed to that asphalt emulsion will cover
compared to other additives. each particle of lime and soil with thin film
which will restrict further chemical reaction
The load-penetration curve rises sharply at the between lime and soil.
early stage of loading up to 2.5 mm
penetration, then the rate decreases with Table 5 presents the summary of the CBR
further loading for all the mixes tested. values of the soil specimens at 2.54 and
However, Figure 15 demonstrates the load- 5.08 mm penetrations. It can be noted that the
penetration curve at soaked test conditions. CBR values are higher at 2.54 mm penetration
Similar behavior could be detected regarding than those computed at 5.08 mm for both of
the influence of additives (lime and emulsion) dry and soaked test conditions, and for all of
on the strength property of the soil. It can be the mixes tested. The CBR values decreases
noticed that there is no significant variation in by 55, 53, and 40% after soaking for
the strength behavior and resistance to (combined, lime, and asphalt) stabilization
deformation between combined stabilization respectively at 2.54 mm penetration. Similar
and asphalt stabilization at soaked condition. findings were reported by Sarsam and
The significance of adding lime to the soil is Ibrahim [16].

Fig. 14: Load-Penetration Curve at Dry Test.

JoGE (2017) 13-24 © STM Journals 2017. All Rights Reserved Page 20
Journal of Geotechnical Engineering
Volume 4, Issue 1
ISSN: 2394-1987 (Online)

Fig. 15: Load-Penetration Curve at Soaked Test.

Table 5: CBR Test Results for Untreated and Stabilized Soil.

California Bearing Ratio (%)
Mix Type Dry Test Soaked Test
@ 2.5 mm @ 5 mm @ 2.5 mm @ 5 mm
Untreated soil 2 2 2 1.8
Soil+17% Asphalt emulsion 227 230 136 135
Soil+4% Lime 420 350 197 160
Combined stabilization 304 270 136 135

The CBR values of the asphalt stabilized soil Influence of Stabilization on Plate Bearing
at 2.54 mm penetration increases by 34% at Strength
dry test condition when lime was introduced Plate bearing test is needed to find the load-
forming a combined stabilization, however, no settlement relationship that can determine the
significant variation could be detected at settlement of the untreated and stabilized soil
soaked condition when lime was introduced to and subsequently to calculate the (k) (modulus
form a combined stabilization. When soil was of subgrade reaction). The plate load test is a
mixed with lime alone, a Pozzolanic or field test for determining the ultimate load
cementing action took place when lime reacted carrying capacity of soil and the maximum
chemically with available silica and alumina in settlement under an applied load.
soil to form "natural cement" composed of
calcium alumina-silicate complex compound. The test was implemented in the field at the
This increment was due to the formation of four prepared sections. Figure 16 exhibits the
cementations compounds between the silicates load-settlement relationship under the static
and aluminates from lime and soil. This result plate bearing test for all of the sections
agrees well with findings of Soliman and investigated, the recorded plastic settlement is
Shalaby [11]. presented at the Y-axis.

JoGE (2017) 13-24 © STM Journals 2017. All Rights Reserved Page 21
Soil Stabilization with Liquid Asphalt Sarsam et al.

Fig. 16: Load settlement Relationship under Static Plate Bearing Test.

Table 6: Recorded Maximum Settlement of the Plate due to Maximum Applied Stress for Soil.
Type of Mixture Maximum Settlement (mm) Maximum Stress at Failure (kPa)
Untreated soil 44.73 984.6
Soil+17% asphalt emulsion 13.66 1230.7
Soil+4% lime 6.06 1353.8
Combined stabilization 9.8 1107.7

The natural (untreated) soil exhibits the is a possibility of flushing the site with rain
highest settlement among other sections, the water. The combined stabilization may furnish
settlement increases sharply after the the required strength and durability since
application of 220 kPa, which indicates the emulsified asphalt works to water-proof the
initiation of failure cracks. When asphalt particles, and prevents the entry of further
emulsion was implemented as a stabilizing water into the soil; it was also found that the
agent, the settlement was decreased by 69% presence of some wax in emulsion resulted in
under the same load. When lime was the production of very rigid films between
implemented as a stabilizing agent, the particles.
settlement was minimal when compared to
other sections and decreased by 86% as On the other hand, the table also presents the
compared to untreated soil. On the other hand, sustainable stress at failure of the four
when the combined stabilization was sections. The implementation of asphalt
implemented, the settlement was decreased by emulsion has increased the failure stress by
78% as compared to untreated soil. Similar 25%, while lime additive increases the failure
findings on the effect of lime on stress by 37.5%, and the combined
compressibility were reported by Amiralian et stabilization increases the failure stress by
al. [17]. 12.5%.

Table 6 presents the recorded maximum Table 7: Modulus of Subgrade Reaction (k).
settlement due to maximum applied stress for Type of Mixture
Modulus of Subgrade
the soil sections investigated, the minimum Reaction (k) (kN/m3)
settlement was reached when using lime as Untreated soil 4800
stabilization agent (soil+6% lime). This may Soil+17% asphalt
5600
emulsion
be attributed to Pozzolanic reaction between
Soil+4% lime 192000
lime and clay particles, although this could not
Combined
be considered as a durable mixture when there stabilization
112000

JoGE (2017) 13-24 © STM Journals 2017. All Rights Reserved Page 22
Journal of Geotechnical Engineering
Volume 4, Issue 1
ISSN: 2394-1987 (Online)

The subgrade reaction modulus refers to the 2. Sarsam S. A Study on California Bearing
relation between soil pressure and deflection, Ratio Test for Asphaltic Soils. Indian
which is one of the most efficient parameters Highways IRC, India. 1986; 14(9).
used for structural analysis of foundation 3. Al-Khashab MN, Al-Hayalee MT.
members. Table 7 shows the subgrade reaction Stabilization of Expansive Clayey Soil
modulus (k) for each section, it can be Modified by Lime with an Emulsified
observed that implementation of 4% lime Asphalt Addition. Engineering and
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