ARID ZONE JOURNAL OF ENGINEERING, TECHNOLOGY & ENVIRONMENT
AZOJETE December 2019. Vol. 15(4):985-994

Published by the Faculty of Engineering, University of Maiduguri, Maiduguri, Nigeria.
Print ISSN: 1596-2490, Electronic ISSN: 2545-5818

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Corresponding author’s e-mail address: afeez.bello@uniosun.edu.ng 985

ORIGINAL RESEARCH ARTICLE

EVALUATION OF SOIL SAMPLES IN ABEOKUTA-SOUTH LOCAL GOVERNMENT AREA
OF OGUN STATE, SOUTHWESTERN NIGERIA

A. A. Bello* and A. T. Oriaje
(Department of Civil Engineering, Faculty of Engineering, College of Science, Engineering and Technology,

Osun State University, Osogbo)
* Corresponding author’s email address: afeez.bello@uniosun.edu.ng

1.0 Introduction
The development of infrastructure cannot be made in an intelligent and satisfactory manner
unless the designer has at least a reasonable and accurate conception of the physical properties
and general behaviours of the soil involved. Ogun State Government is actively involved in the
construction of new roads within the state and in Abeokuta South Local government area,
majority of soil materials are not yet explored. Rapid infrastructural development in terms of
road construction, buildings and recreational centers are anticipated in the future within the
studied area. This expectation calls for the knowledge of basic index and strength properties of
the soils in question. Ogunsanwo (1989) reported that these parameters influence in a great
deal the performance of the highway pavement during service when in use.

ARTICLE INFORMATION ABSTRACT

This paper presents result of a laboratory investigation on soil
samples from Abeokuta South Local Government, Southwestern
Nigeria. Three comparative efforts namely standard Proctor (SP),
West African Standard (WAS) and modified Proctor (MP), were
employed. The results obtained showed that the compaction
characteristics and unconfined compressive strength of the soil
samples were found to increase with comparative effort. The
unconfined compressive strength (UCS) values increased with
compactive effort and decreased with increase in degree of
saturation of the soil samples. All the samples did not meet the
minimum specified requirements except for A1, A6 and A8. Upon
stabilized with cement, samples A2 and A7 did not also meet the
minimum CBR value of 180% as specified by the Nigerian General
Specification for roads and bridgeworks (1997) or stabilized soil
using standard Proctor compactive effort at 4% cement content.
However, all the soil samples met the requirement using WAS
compactive effort at 4% cement content. The samples met the
conventional UCS values of (1500-3000 kN/m2) for base course of
lightly trafficked roads while only sample A4 compacted at 10%
cement content using WAS compactive effort met the minimum
(3000- 6000 kN/m2) for base course of highly trafficked road. It is
thus recommended that 4% cement should be used as an optimal
content to stabilize the soils, if they are to be used as road
construction materials.

© 2019 Faculty of Engineering, University of Maiduguri, Nigeria. All rights reserved.

Submitted 20 November, 2018
Revised 19 May, 2019
Accepted 25 May, 2019

Keywords:
Compactive efforts
Unconfined compressive
strength
California bearing ratio
Stabilization.

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Bello and Oriaje: Evaluation of Soil Samples in Abeokuta-South Local Government Area of Ogun State, Southwestern
Nigeria. AZOJETE, 15(4):985-994. ISSN 1596-2490; e-ISSN 2545-5818, www.azojete.com.ng

Corresponding author’s e-mail address: afeez.bello@uniosun.edu.ng 986

The highway pavement consists basically of four elements, namely: subgrade, subbase, base and
wearing or surface courses. The subgrade course is the most important of the structural
elements because the ultimate traffic load is transmitted to it through the intermediate layers.
Hence, the durability of a highway pavement is a function of the bearing capacity and stability
of the subgrade soil. On the other hand, Mc Knight (1993) defines soil as an infinitely varying
mixture of weathered mineral particles, decaying organic matter, lying organisms and liquid
solution. This definition illustrated how complex soil could be; therefore, because of the
anisotropic and heterogeneity nature of soil it is difficult to conclude on the performance of soil
without some laboratory investigations.

Various previous workers have stabilized natural soil both chemically and mechanically. Adeyemi
and Abolurin (2000) also stated that cement stabilized samples exhibited the highest cured
strength when compared with lime and some mixture of both. Gadzama (2009) also
established that 4% cement can be recommended as an optimal content to stabilize soil from
parts of Northern Nigerian.

Portland cement is the most important hydraulic cement utilized extensively in various types of
cement stabilization of lateritic soils. Cement acts as a binder and provides the much desired
hardening and strengthening properties. The addition of cement also increases compressive
strength, the resistance of lateritic soils to freezing and thawing, wetting and drying. It also
affects the particle size distribution of the soils by increasing the size of fine particles. In view of
this, civil engineers must study the property of soil, such as grain size distribution, atterberg
limit, strength, durability and ability to drain water (Braja, 1999; Bello et al., 2016; Bello and
Olaore, 2017). This study is therefore aimed at investigating and evaluating the index and
strength properties of the soils of Abeokuta South Local Government, Southwestern Nigeria
with the aim of making recommendations as to the suitability of the soil as construction
materials. Procedures for improving them if they are found deficient, as well as the types of
structures that could be built on such with minimal foundation problems were outlined.

2 Materials and Method
2.1 Sample Collection
The soil samples used for this study were obtained within Abeokuta South Local government
area of Ogun State, Nigeria. The samples were collected via trial pitting at eight different
locations which include Itoko, Olumo rock, Oba Ademola Hospital, Ijeun, St. Pauls Igbore, Itoku
and Imo Hill and these are represented as A1, A2, A3, A4, A5, A6, A7 and A8 respectively.

2.3 Geology and description of the study area
The geology in the western upland where Abeokuta South Local government is situated is
underlain by rocks of the basement complex which forms a part of the African crystalline shield.
The basement is composed predominantly of folded gneises, schists and quartzite of the
precambrian age to which have been emplaced by charnockitic rocks from older granite by
extrusion and replacement (Morawo, 2008). Abeokuta South Local government of Ogun State is
bounded in the west by Ayetoro, in the north by Abeokuta North Local government, in the east
by Sagamu Local Government and in the south by Obafemi Owode. Two types of seasons are
experienced in Abeokuta South Local government, they are the wet (rainy) and dry season. The
wet season occurs between March and November with the heaviest rainfall experiences during

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Arid Zone Journal of Engineering, Technology and Environment, December, 2019; Vol. 15(4) 985-994. ISSN 1596-2490;
e-ISSN 2545-5818; www.azojete.com.ng

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this period. The dry season occurs between November and February. During this period, the
temperature is usually low. The dry season also brings about harmattan which is experienced
between December and January; the harmattan is cold, dry, dusty and hazy. People of Abeokuta
south are also noted for Adire (Kampala) ties and dye and even having a big market for Adire,
which are Itoku market and Adire (Kampala) international market situated in Asero, Abeokuta
(Morawo, 2008).

2.4 Test Methods
Eight trial pits of depth ranging from 0.6 – 1m were dug at various locations (Table 1). The
following laboratory tests such as particle size distribution, atterberg limits, specific gravity,
natural moisture content, compaction and California bearing ratio.

2.4.1 Natural moisture content
The soil sample used for this test was sealed in an airtight bag at the point of collection from a
trail pit, to retain the actual moisture of a soil in natural state. The mass of the moisture can and
wet soil was recorded (M2) and placed in the oven and the mass of the moisture can and dry
soil (M3) was reweighed after 24 hours. The mass of the moisture can is taken as M1.

2.4.2 Sieve analysis (Wet sieving)
Soil sample of approximately 1000g (1kg) was used for this test; it was soaked for 24 hours,
washed and oven dried. The sieving was done by mechanical method using an automatic shaker,
a set of sieves (BS sieve Nos. 4, 8, 16, 30, 40, 50, 70, 120, 200) and a collecting pan.

2.4.3 Atterberg Limit
Liquid limit and plastic limits were done in line with recommendation of BS (1990)

2.4.4 Specific gravity
A 50ml pycnometer was used for the test and an air-dried soil sample passing through BS sieve
No. 4 (4.75mm) was weighed to 20g (0.02kg); the mass of the pycnometer was recorded (M1),
and the mass of the pycnometer and the soil sample (M2) was recorded separately, as well as
the mass of the pycnometer and the soil sample and distilled water (M3), and also the mass of
the pycnometer and distilled water (M4). Density of water is taken to be 1000kg/m3 or 1g/cm3.

2.4.5 Compaction (West African standard)
A 4.5kg rammer and 1000cm3 (1 x 10-3m3) mould was used for this test. Air-dried soil sample
passing through an opening of 20mm was weighed to 3000g (3kg) and the sample was mixed
at the initial stage with a suitable amount of water, about 5% of the total mass of soil sample,
and later increased to 7%, 9%, 11% and 13% depending on the water retaining capacity of each
sample. The compaction of the soil was done in 5 layers, using 10 evenly distributed blows and
at a height of drop of 450mm (0.450m). The dry density of soil was then plotted against the
moisture content and the maximum dry density (MDD) and optimum moisture content (OMC)
were determined at the highest peak of the graph.

2.4.6 California bearing ratio (CBR)
A 4.5kg rammer and 2340cm3 (2.34 x 10-3m3) mould was used for this test. Air-dried soil sample
passing through an opening of 20mm was weighed to 5000g (5kg) and the sample was mixed
with the optimum moisture content that was obtained from compaction test. The compaction of

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Bello and Oriaje: Evaluation of Soil Samples in Abeokuta-South Local Government Area of Ogun State, Southwestern
Nigeria. AZOJETE, 15(4):985-994. ISSN 1596-2490; e-ISSN 2545-5818, www.azojete.com.ng

Corresponding author’s e-mail address: afeez.bello@uniosun.edu.ng 988

the soil was done in 5 layers, using 56 evenly distributed blows and at a height of drop of
450mm (0.450m). Filter papers were placed at the top and bottom of the mould and it was then
placed on a Compression machine. The soil sample was thus subjected to an axial loading from
the top as well as from the bottom and load deformation was recorded at an interval of 0.25mm
penetration to 12.5mm. The CBR value was then determined at 2.5mm and 5.0mm using a
standard force of 13.24kN and 19.96kN respectively.

Three compaction efforts were used, the standard proctor (SP), West African standard (WAS)
and the modified Proctor (MP) for the natural soil. The SP and WAS compaction efforts were
considered for the stabilized soils. These laboratory tests were carried out in accordance with
the procedures specified by the British Standard Institution (BS 1377, 1990; BS 1924, 1990) and
Federal Republic of Nigeria General Specification (Road and Bridges) II of 1997. The samples
that were deem unfit for subgrade construction were stabilized with ordinary Portland cement
and thereafter compacted using SP and WAS.

Table 1: Sample Location and Description
Sample Location Depth (m) Constituent Materials Colour Description No.
A1 Itoko 0.7 Gravelly clay Reddish brown
A2 Olumu rock 0.7 Gravelly sand Reddish brown
A3 General Post Office 1.1 Silty clay Yellowish brown
A4 Oba Ademola Hospital 1.0 Silty clay Dark brown
A5 Ijeun 0.9 Sandy clay Yellowish brown
A6 St. Paul’s Igbore 0.9 Silty clay Reddish brown
A7 Itokun 0.8 Sandy clay Reddish brown
A8 Imo Hill 1.0 Gravelly clay Yellowish brown

3 Results and Discussion
3.1 Natural Moisture Content
The natural moisture content of the samples ranged between 4.8 and 9.9% (Table 2). Sample A3
has the highest moisture content because soil particle consist of highest fine grains that has the
greatest affinity for water retention while sample A5 has the lowest moisture content because it
consists of loosely packed soil particle which has low retention water capability. When
comparing the natural moisture content with the optimum moisture content (OMC) obtained
from various compaction energy levels, it was observed that all the (OMC) for modified proctor
compactive efforts were either equal to or less than the maximum value obtained from the
natural moisture content while for the West African Standard, only sample A2 was found to be
greater than the maximum value of the moisture content value. As for the standard Proctor, all
the OMC of the samples are higher than the maximum value of the moisture content except for
samples A8. From these foregoing, it can be suggested that if the samples were to be used as
construction material, little or no extra moisture will be required to obtain the OMC if West
African Standard and modified Proctor compaction energy levels were to be used.

3.2 Specific gravity
The results of the specific gravity range from 2.6 to 2.66. Samples A3 and A5 have the lowest
values while sample A4 has the highest value which is dependent upon the minerals present in

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the soil. The values fall within the range of specific gravity of solid of light coloured sand, which
is mainly made up of quartz as predominant mineral (Braja, 1998; Bello, 2012). This was also
found to fall within the range of 2.55 to 4.6 as recommended by Maignien (1966) for lateritic
soils (Table 3).

3.3 Particle size analysis
The result of the particle size analysis is shown in Figures. 1a and b. Using the Unified Soil
Classification System, sample A4 has the highest value of 70.1% passing 0.075mm sieve size
while sample A6 has the lowest value of 23.1% passing 0.075mm sieve size. Out of all the
samples, the percentage passing 0.075mm sieve size for samples A1, A6, and A8 are less than
35% which showed that these samples are effective subgrade materials for Road and bridges
(Gadzama, 2009). According to AASHTO (1986) soil classification system samples A2, A3, A3 and
A7 were classified as A – 4, samples A1, A8 were classified as A – 2 – 5, sample A6 was classified
as A – 2 - 7 while samples A5 was classified as A - 7 – 5 soils.

Table 2: Summary of test results of soil samples
Property Quantity range
Specific gravity, Gs 2.60 – 2.66
Natural moisture content, % 4.8 – 9.9
Liquid limit, % 21.5 – 33.0
Plastic limit, % 15.4 – 20.3
Plasticity index, % 3.8 – 15.5
% Passing BS sieve, 2mm 70.0 - 87.4
% Passing BS sieve 0.425mm 38.6 – 76.4
% Passing BS sieve, 0.075mm 23.1 – 70.1
Maximum dry density (SP), Mg/m3 1.89 – 2.07
Maximum dry density (WAS), Mg/m3 1.98 – 2.10
Maximum dry density (MP), Mg/m3 1.98 – 2.18
Optimum moisture moisture (SP), % 8.90 – 12.50
Optimum moisture contact (WAS), % 8.75 – 10.05
Optimum moisture contact (MP), % 7.50 – 9.90
Unconfined compressive strength (SP), kN/m2 88 - 248
Unconfined compressive strength (WAS), kN/m2 152 - 240
Unconfined compressive strength (MP), kN/m2 201- 910
California bearing ratio (SP), % 5.0 – 24.50
California bearing ratio (WAS), % 7.0 - 9.0
California bearing ratio (BSH), % 9.0 – 71.5

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Bello and Oriaje: Evaluation of Soil Samples in Abeokuta-South Local Government Area of Ogun State, Southwestern
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Table 3: Natural moisture content and specific gravity of sample
Sample No. A1 A2 A3 A4 A5 A6 A7 A8
N. M. C, % 8.2 7.9 9.9 9.2 4.8 9.6 9.5 8.8
Gs 2.61 2.63 2.69 2.66 2.60 2.62 2.63 2.63

Figure. 1a: Particle size analysis for samples A1 - A4

Figure 1b: Particle size analysis for samples A5 – A8

3.4 Atterberg limits
The results of Atterberg limits revealed that the liquid limit values ranged between 21.5 and
33.0% with samples having the highest and lowest values respectively A8 and A6 which
according to Dillip and Subhrajit (2002) is noncritical. Plastic limit value for sample A7 was found

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to be 15.40% while that of A3 was found to be 20.30% as the lowest and highest values
respectively (Table 4). The highest and the lowest plasticity indices were found to be 3.8% and
15.5% for A2 and A6 respectively which were classified as marginal by Dillip and Subhrajit and
(2002). Also, the soils have low swelling potential in accordance with Ola (1980).

Table 4: AASHTO soil classification of the samples
Sample No. Atterberg Limit (%) % Passing BS sieve (mm) Classification

LL PL PI 2 0.425 0.075 of soil
A1 22.00 16.30 5.70 73.10 47.00 34.50 A – 2 – 5 (1)
A2 22.50 18.70 3.80 84.30 73.00 69.00 A – 4 (0)
A3 27.50 20.30 7.20 78.00 50.60 42.50 A – 4 (0)
A4 24.00 17.00 7.00 87.40 76.10 70.10 A - 4 (1)
A5 27.50 16.00 11.50 85.20 71.20 65.90 A – 7 – 5 (4)
A6 33.00 17.50 15.50 70.00 38.60 23.10 A – 2 – 7 (0)
A7 24.00 15.40 8.60 87.20 76.40 67.30 A – 4 (3)
A8 21.50 16.70 4.80 71.00 44.50 34.50 A – 2 – 5 (0)

4.5 Compaction Characteristics
The maximum dry density ranged between 1.89 and 2.07 Mg/m3 when standard Proctor
compaction energy was used It ranged between 1.98 and 2.10 Mg/m3 when West African
Standard was used and ranged between 1.98 and 2.18 Mg/m3 when modified Proctor was used
(Table 5). In all, the maximum dry density increased with an increase in compaction effort, while
the optimum moisture content decreases with increase in compaction efforts. This has been
found to be true in all soils (Braja, 1998; Bello et al., 2015).

Table 5: Compaction characteristics for soil samples
Sample No. SP WAS MP

MDD(Mg/m3) OMC(%) MDD(Mg/m3) OMC(%) MDD(Mg/m3) OMC (%)
A1 1.90 10.60 1.99 8.90 2.10 8.90
A2 1.89 12.60 1.98 10.05 1.98 9.90
A3 1.91 11.50 2.05 9.15 2.05 8.20
A4 2.05 10.33 2.03 9.40 2.15 9.80
A5 1.98 12.21 2.0 9.70 2.15 9.20
A6 1.97 11.15 2.05 9.30 2.10 8.00
A7 1.77 11.15 2.05 9.30 2.10 8.00
A8 2.07 8.90 2.10 8.75 2.18 7.50

3.6 California Bearing Ratio characteristics
Samples A1, A6 and A8 met the 15% minimum requirement to be used as a subgrade material
using standard Proctor in accordance with Nigerian General Specification for roads and
bridgeworks of 1997 (Table 6). No material met the requirement to be used as a subbase and
base materials. When all compactive efforts were considered sample A8 has highest CBR values
followed by A1 and A6. It was also observed that soils that had a higher liquid limit gave a lower

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Bello and Oriaje: Evaluation of Soil Samples in Abeokuta-South Local Government Area of Ogun State, Southwestern
Nigeria. AZOJETE, 15(4):985-994. ISSN 1596-2490; e-ISSN 2545-5818, www.azojete.com.ng

Corresponding author’s e-mail address: afeez.bello@uniosun.edu.ng 992

California bearing ratio value which was found to agree with Gadzama (2009). This implies that
soils of lower liquid limit have appreciable higher bearing capacity, hence should be used for
subgrade soil in road construction.

Table 6: CBR and Unconfined Compressive Strength of soil samples
Sample No. CBR (%) UCS (kN/m2)

SP WAS MP SP WAS MP
A1 19.20 25.3 63.50 200 580 870
A2 9.70 13.3 45.70 144 180 350
A3 9.2 12.7 28.50 120 440 550
A4 8.3 9.70 33.40 117 305 240
A5 5.0 7.0 9.0 88 152 210
A6 17.50 21.3 55.4 102 200 480
A7 7.5 11.5 25.9 195 490 770
A8 24.50 29.0 71.5 248 640 910

Attempts were made to improve the strength properties of other soil samples that failed to
meet the minimum requirement for subgrade materials with ordinary Portland cement to
stabilize the soils. The results are summarized in Table 7. It was also observed that sample A2
and A7 did not meet the minimum CBR value of 180% as specified by the Nigerian General
Specification for roads and bridgeworks (1997) or stabilized soil using standard Proctor
compactive effort at 4% Cement content. However, all the soil samples met the requirement
using WAS compactive effort at 4% Cement content.

Table 7: California Beaming Ratio of cement stabilized soil
Sample No. CBR (%) CBR (%)

Standard Proctor West African Standard
2% 4% 6% 8% 10% 2% 4% 6% 8% 10%

A2 98 170 220 249 298 115 197 213 270 340
A3 110 205 225 263 320 118 215 238 298 342
A4 125 227 280 325 408 140 269 302 394 470
A5 105 213 238 279 312 120 243 267 315 389
A7 90 172 210 270 315 110 236 259 302 357

3.8 Unconfined compressive strength characteristics
It was observed that (UCS) values increased with an increase in compaction energy. It was also
observed that samples with lower optimum moisture content gave higher unconfined
compressive strength and vice-versa which is in agreement with Braja (1999). Stabilized samples
using the standard Proctor and West African Standard met the conventional UCS values of
(1500-3000 kN/m2) for base course of lightly trafficked roads not only at 2% Cement content
but for all the ranges of stabilizers used (2-10%). Only samples A4 using WAS compactive effort
at 10% cement content met the conventional UCS values of (3000-6000 kN/m2) for base course
of highly trafficked roads (Table 8).

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Table 8: Unconfined Compressive Strength of cement stabilized soil
Sample No. UCS (kN/m2) UCS (kN/m2)

Standard Proctor West African Standard
2% 4% 6% 8% 10% 2% 4% 6% 8% 10%

A2 1550 1650 1650 1800 2000 1600 1800 1850 2000 2100
A3 1600 1700 1750 1950 2100 1650 1700 1750 2100 2000
A4 1580 1640 1800 2000 2200 1700 1900 2010 2800 3050
A5 1800 1850 1700 1850 2000 1600 1650 2000 2100 2300
A7 1700 1780 1700 1600 2000 1550 1800 1700 1950 2950

4. Conclusion
Soil samples from Abeokuta South Local government area, Southwestern Nigeria have been
investigated. The soil samples met the minimum values of liquid limit as specified by the Nigeria
general specification for roads and bridgeworks. Samples A1, A6 and A8 met the minimum 15%
requirements for subgrade material in accordance with the Nigeria general specification for
road and bridgework while the conventional CBR values of 80% minimum has not been met: but
upon stabilizing with Cement at 4% cement content using standard Proctor, all the samples met
the minimum CBR value of 180% with the exception of samples A2 and A7. When the samples
were compacted using West African Standard (WAS), all the samples met the requirement. The
maximum dry density increases with compactive efforts while the optimum moisture content
decreased with compactive effort for the samples. The Unconfined Compressive Strength (UCS)
values increased with compactive effort and decreased with increase in degree of saturation of
the soil samples. On stabilizing the soil samples with cement, the samples met the conventional
UCS values of (1500-3000 kN/m2) for base course of lightly trafficked roads while only sample
A4 compacted at 10% cement content using WAS compactive effort met the minimum (3000 -
6000 kN/m2) for base course of highly trafficked road.

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Bello and Oriaje: Evaluation of Soil Samples in Abeokuta-South Local Government Area of Ogun State, Southwestern
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Corresponding author’s e-mail address: afeez.bello@uniosun.edu.ng 994

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