139 
 

 American Scientific Research Journal for Engineering, Technology,  and Sciences  (ASRJETS) 

ISSN (Print) 2313-4410, ISSN (Online) 2313-4402 

© Global Society of Scientific Research and Researchers  

http://asrjetsjournal.org/  

 

Determination of Mechanical Properties of Compressible 

Soil in Littoral's Region of Cameroon: Depths Study of 

Soils Bordering the Wouri River in Douala 

Michael Soup Teoua Ouagnia, François Ngapgueb, Simon Ngoh Koumic, Alain 

Soup Tewa Kammogned, Fabien Kenmognee* 

aDschang school of science and technology (DSST), Department of physics, Mechanical unit of research and 

modeling physical systems, Energy-Mechanic, University of Dschang, P.O BOX 4063 Douala, Cameroon 

bFotso Victor Institute of Technology, University of Dschang, P.O BOX 134 Bandjoun, Cameroon 

cDepartment Thermal Engineering and Energy, Douala University Institute of Technology, P.O BOX 8698 

Douala, Cameroon 

dLaboratory of Condensed Matter, Electronics and Signal Processing (LAMACETS),Faculty of sciences, 

University of Dschang  P.O BOX 067 Dschang, Cameroon 

eDepartment of Civil Engineering, Higher Technical Teacher Training College (ENSET), University of Douala, 

P.O BOX 1872 Douala,  Cameroon 

aEmail: ouagniteoua@yahoo.fr, bEmail: fgapguefcr@gmail.com 

Abstract 

This work deals to the determination of the expansion ratio (𝐶𝑟) and compression index (𝐶𝑐) of soil samples 

taken at several points around the Wouri coast river of Cameroon. These parameters are the most important soil 

parameters, necessary to be known before each building project. The undisturbed soils samples are taken at nine 

different points labeled as P1, P2... P9 at the depths varying from 5m to 9.5 m and distanced around 10 to 15 

meters. These studies are motivated by the fact that in this region, mechanical properties of soil have huge 

effects on buildings. By plotting the void ratio as a function of the logarithm of the pressure, these mechanical 

parameters are found and compared to that obtained from the inner land of Cameroon, Yaoundé town chosen as 

an example. As a result, this comparison has allowed us to classify the soil and give some practical advantages 

when carrying out civil engineering works such as buildings, bridges in coastal area.  

Keywords: Clays; Oedometer test; Compression index; Expansion ratio; Compressible soil. 

------------------------------------------------------------------------ 

* Corresponding author.  

Published: 2020-07-04 

http://asrjetsjournal.org/


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1. Introduction  

Generally, in civil engineering, all construction projects have soil for support, leading it to take the weight of the 

structures. This is why the soil's behavior is always an important element that creates a great concern for all 

engineers [1]. The soil testing in order to know its properties before construction is first and important step for 

many reputed construction companies. The properties of soil such as swelling, compressibility or strength 

(cohesion and internal friction angle) of soil always affect the design in constructions [2-4]. The soil must be 

able to withstand the load of the building otherwise the loss of property and life can occur. The soil 

investigations or analysis determine not only the bearing capacity of the soil, but also its rate of settlement [3, 

4], that is the rate of the structure stabilization on the soil. Lack of understanding of the properties of the soil can 

lead to construction errors that are pricy in effort and material.   Soil testing is primarily done to test the bearing 

capacity of the soil. It also shows its physical and chemical compositions.  These characteristics may vary from 

layer to layer of the same soil [4]. Within a small area, weather, climate change and man activity can modify the 

soil and indirectly the bearing capacity of the soil. The suitability of a soil for a particular use should be 

determined based on its mechanical characteristics and not on visual inspection or apparent similarity to other 

soils. The soil testing also determines the length and depth of the pillars put in the soil to lay the foundation of 

the building. The selection of suitable construction technic, and knowing the possible foundation problems all 

are based on the results of the soil testing. Understanding Geotechnical investigation of the soil helps to take 

better decisions leading to the achievement of the construction project. The structure engineers can also decide 

whether there is need to go for soil stabilization or increase the depth of foundation for better stability of the 

building. Information about the surface and sub-surface features is vital for the design of structures and for 

planning construction methods. When buildings impose very heavy loads and the zone of influence is very deep, 

it would be desirable to invest some amount on sub-surface exploration than to overdesign the building and 

make it costlier. For complex projects involving heavy structures, such as bridges, dams, multi-storey buildings, 

it is essential to have detail exploration, allowing to engineers to determine properties of soils for different strata 

[5]. Particularly in the country Cameroon, various studies have been done concerning the soil properties found 

in littoral region.  However, no research (analysis) has been carried out in other to know the influence of 

mechanical properties such as compression index, and expansion ratio at the Wouri’s boarder coast. However, 

inside the land, researches about soil compressibility and shearing of sandy clay for building project were 

already carried out [6]. Only two points were chosen for collecting samples and this cannot be significant for the 

entire region, but remains until now, a good tool for general analysis for engineers. The great constraint is create 

a same environment in the lab that will  keep the undisturbed samples to the conditions in the field and this test 

is limited for the small loads. From the above obvious reasons, we aim in this work to bring out a direct tool for 

engineers working in the Douala city of the Littoral’s Region of Cameroon, which can be extended to other 

littoral region along the coast. Our particular attention being carried on soils bordering the Wouri River, based 

on the determining of mechanical properties that refers to One-Dimensional Consolidation (Oedometer) test to 

find the compression index (Cc) and the pre-consolidation pressure (𝜎𝑝′). The Oedometer test in one hand is 

complex, time consuming and costly, in contrast to other soil tests.   

 

http://ground.in/soil-investigation/


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2. Materials and methods  

The quality and the increasing of the civil engineering structure, such as roads, stadiums and buildings, has 

always been one of proofs of development or richness of any country. This is why in the concern of being 

emerging in year 2035, the Cameroonian government undertook vast building construction sites on all the extent 

of the country. Pointing to ensure the security of works, the soil test in laboratory or in situ is necessary, in order 

to have the qualitative and quantitative geotechnical reconnaissance, including all the phenomena related to the 

possible presence of water in the ground. In ref [5], the general studies of geotechnical parameters of the 

Cameroonian soil are shown. This need to be compared from other area in the region because many 

geotechnical studies have shown that the properties of soil in the region can vary according to seasons and 

sensitive works, we need to go into details. In this section, materials and methods applied to conduct field and 

laboratory  test are presented. 

2.1 Fieldwork and localization of the site of study 

The challenge in the field is to collect undisturbed sample that retain the structural integrity of the soil and 

having a high recovery rate within. Collecting a perfectly undisturbed sample is difficult and the samples may 

contain a small portion of undisturbed soil at the top and bottom along its length. Samples have been taken at 

tributary of the river Wouri in Cameroon in a neighborhood of Bonamtoumbé. The area location is shown on the 

map of Figure (1), the topographic survey of the area, figure (2) and geodetic coordinates table (1).  

 

Figure 1:  Location of the study area in the Littoral region of Cameroon 

 



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Figure 2: Topographic survey with collecting points P1…P9 

Table 1: Geodetic coordinates of the site location 

Points 
Geodetic  Coordinates 

X Y 

B1 574385,842 453192,507 

B2 574438,544 453189,306 

B3 574461,837 453186,142 

B4 574479,913 453180,613 

B5 574439,645 453089,746 

B6 574448,873 453086,019 

B7 574418,699 453075,667 

B8 574402,942 453122,245 

B9 547349,751 453128,885 

B10 574307,644 453114,699 

B11 574296,251 453161,986 

B12 574344,663 453187,108 

2.2  Materials and sampling  

Several types of augers are available; due to the depth of collecting sample, continuous flight (screw) was used. 

The system consists of a trier and a "T" handle. The auger is driven into the soil to be sampled and used to 

extract a core sample from the appropriate depth. The steps and procedure can easily be found in [7]. The 

highest depth can be up more than 10 meters. For the present investigation, nine of undisturbed soil sample are 

taken on an area of 01ha 20a 00ca near the Wouri coast. It consists of clay and mixed with sand at low 

percentage. For each point𝑃𝑖 , 𝑤𝑖𝑡ℎ( 𝑖 = 1, . . ,9), the undisturbed soils samples are taken at different depths. The 

experimental procedure is based on BS1377 (1990) [8-10]. It is relevant for the sample to require classification, 



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soil index and properties, a chemical testing before sending for consolidation tests. Mechanical property, namely 

compression index Cc is determined by conducting one-dimensional consolidation test (Oedometer Test). It is 

the method to determine consolidation characteristic of low-permeability soils when subjected to vertical load.  

In theory, the soil in this test specimen is loaded axially in increment of applied stress. Each increment of stress 

is held constant until the primary consolidation has ceased [11, 12]. Then the results incorporated into the 

reading formula that will show the value of void ratio, e. After the void ratio, e obtained plot log graph pressure 

versus void ratio (log scale) to find 𝐶𝑐 . Then Cc is equal to the slope of the graph [13].  

𝐶𝑐 = |
Δ𝑒

Δ log(𝜎)
|                                                                                                                                 (1) 

 It is one of the most important parameters in soil mechanics to calculate the settlement of different geotechnical 

structures. On the same graph, the expansion ratio Cr is equal to the slope of graph obtaining during the loading.  

𝐶𝑟 = |
Δ𝑒

Δ log(𝜎𝑝′)
|                                                                                                                              (2) 

Where 𝜎𝑝′ is the pre-consolidation pressure, and is also an important parameter. It is the stress at which the 

transition or “break” occurs in the curve of (e-log) graph. It designates the maximum vertical overburden stress 

that a particular soil sample has sustained in the past. If soil is loaded beyond 𝜎𝑝′, the soil will unable to sustain 

this load and the structure will collapse. Graphically it is the intersections of the two lines tangent to the plot (e-

logσ) (For example: See Figures 3-6). 

2.3  Experimental overview 

To study the deformation of the sample of soil taken in the coastal area, nine samples have been brought in the 

lab. Experimental studies were carried out in the laboratory of consulting GEOTECH STUDIES AND 

PLANNING Sarl. The first and essential step before any construction activity on compressible soils is to assess 

the degree of compressibility and his impact on the structure in order to adopt preventive measures when 

dimensioning structural elements. To assess the characteristics of the soil many procedures, both  simple and 

elaborate including laboratory methods of determining soils parameters have been developed by geotechnical 

researchers and engineers (e.g. [11,12].). A number of factors influencing expansive and compressibility 

behavior have been reported in the past ([11, 12, 13]). Among the identified factors that influence the 

compressibility behavior type and percentage of clay, initial placement conditions, stress history and stress path, 

nature of pore fluid, size and thickness of the sample are found to be more essential. The consolidation pressure 

of compressible soil is primarily dependent on the initial dry unit weight (𝛾𝑠) or void ratio (𝑒) and on the 

moisture content (𝑤).  

3. Results and discussions 

3.1 Preliminary 

The one-dimensional consolidation test (Oedometer test) is an experiment usually used to seek the mechanical 



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characteristics of soil from diagrams found by plotting the parameter “𝑒” representing the void ratio, as a 

function of the logarithm of the applied pressure (log 𝜎 ) on the soil mass (see  Figures 3…6). With these 

obvious parameters, the other parameters are defined as:  

• The Recompression Index Crc, defined as  ;   

𝐶𝑟𝑐 =
𝐶𝑐

1+𝑒0
 ,                                                                                                      (3) 

which is the slope of the (e- log(σ)) diagram obtained along the hysteresis path . 

• The final settlement (𝒔) 

𝑠 = Δ𝐻 =
Δ𝑒

1+𝑒0
𝐻0 =

H0

1+𝑒0
[𝐶𝑠𝑙𝑜𝑔 (

𝜎𝑝′

𝜎𝜈0
) + 𝐶𝑐𝑙𝑜𝑔 (

𝜎𝜈𝑓′

𝜎𝑝′
)] .                               (4) 

Where 𝜎𝑝′ on the diagram is materialized by the first changing of the slope. 𝜎𝜈0 being the initial compression 

strain, while 𝜎𝜈𝑓′  is the final compressive strain. 𝜈  is the Poisson ratio, difficult to obtain. Its good 

approximation can be taken as  𝜈 = 0.33 (which is usually used in literature for the majority of soils), for our 

investigations .      

• The young modulus of the soil 𝐸𝑠; which can be evaluated at the coast zone with the formula: 

Es = Eoed
(1+ν)(1−2ν)

1−ν
                                                                                                                  (5) 

 

Figure 3: Compressibility curve, void ratio (e) as a function of log( 𝜎).  (a): At point P1, with 𝑒0 = 0.929, 𝐶𝑐 =

0.251, 𝐶𝑟 = 0.006, 𝜎𝑝  = 0.35.  (b): At point P2, with 𝑒0 = 1.010, 𝐶𝑐 = 0.325, 𝐶𝑟 = 0.004, 𝜎𝑝’ = 0.510, ( 

where the curvature is near to that obtained at point P3 𝑒0 = 0.920, Cc=0.251,Cr=0.006, 𝜎𝑝’ = 0.510) 



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3.2  Interpretations of results  

In Tables. (2 and 3), we have sketched the means values of the characteristic of soil of the boarder coast 

obtained from nine arbitrary points.  

Table 2: Results of oedometer test 

    Points                                                                        

 

Results 

P1 P2 P3 P4 P5 P6 P7 P8 P9 
Means  

values 

vari-

ance 
Standard 

deviation 

h(m)(Sampl

ing depth) 
5,00 

7,20-

7,70 

5,00-

5,50 

7,50-

8,00 

4,30-

4,80 

7,40-

7,90 

5,00-

5,40 

9,00-

9,50 

5,00-

5,300 
6,36   

e (Voice 

ratio) 
0,92 0,82 0,92 0,83 0,85 1,67 1,01 1,01 1,01 1,004 0,06 0,25 

Pre-

consolidatio

n pressure 

(
p  ) 

0,35 0,490 0,510 0,318 0,410 0,338 0,360 0,320 0,324 0,422 0,02 0,16 

Cc(Compre

ssion ratio) 
0,25 0,23 0,25 0,32 0,14 0,67 0,37 0,39 0,33 0,327 0,02 0,14 

Crc(Recom

pression 

 Index ) 

0,13 0,12 0,13 0,17 0,08 0,25 0,19 0,19 0,16 0,158 0,0022 0,05 

Cr 

(Expansion 

ratio) 

0,006 
0,004

0 

0,006

0 

0,009

0 

0,029

0 

0,024

0 

0,003

0 
0,0050 

0,004

0 
0,01 0,0001 0,009 

σvf (Final 

compressive  

strain)    

1,80 1,80 1,80 1,80 1,80 1,80 1,80 1,80 1,80 1,8 0,00 0,00 

s(Final 

settlement)  

(mm) 

3,85 2,77 3,85 4,35 2,76 6,60 6,65 6,29 5,26 4,709 2,14 1,46 

σov' ( initial 

compr 

essive 

strain) 

0,05 0,05 0,05 0,05 0,05 0,05 0,05 0,05 0,05 0,05 0,00 0,00 

 



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Table 3: Interpretations and analysis of Table  2 

Mechanical 

properties 

Parameter 

(Symbol) 
Value 

     Range 

 

classification Compressibility 

Compression ratio Cc 0.327 0,25 ≤ Cc ≤ 0,8 

Medium clay  

Highly 

compressible 

(illites) 

Boston Clay  

Expansive ratio Cr 0,01 
       < 4% 

non expansive 

soil 
  

Pre-consolidation 

pressure 
σp' 0,346 kPa        σp'>σ0 

Normally 

consolidated clay 

(NC) 

  

Oedometer modulus Eoed 1,010MPa 1< Eoed < 30Mpa Fine-grained soil   

Young Modulus Es 0,681Mpa       

In order to seek the mean value of the pre-consolidation pressure, which is very important in geotechnical 

engineering, Casagrande [14] suggested a simple graphic construction to find it from laboratory e- log (σ), 

which helps engineers to predict the settlement of a structure after loading. This is required for any construction 

project such as new building, bridges, larges roads and railroad tracks. 

For the present work, the mean value Oedometer module, which is a characteristic data to evaluate the 

settlement, is obtained from Table 3: 

𝐸𝑜𝑒𝑑𝑚 = 1.010𝑀𝑃a ,                                                                                                                 (6) 

which allowed us to deduce, by taking the Poisson ratio 𝜈 = 0.33, the average value of the young modulus of 

the soil : 

𝐸𝑠𝑚 = 0.6810𝑀𝑃𝑎                                                                                                                   (7) 

But this value, which is just an indication seeing that the variance and standard deviation of data for each nine 

points at different depths are too high. Standard deviation and variance for other properties are in a good range 

to validate the results. Figures (3 to 6) present the conventional void ratio 𝑒 versus the logarithm of the effective 

pressure (log 𝜎), for the nine arbitraries points selected in the area. As one could expect the (e–logσ) curves of 

samples with initial water content as liquid limit water content is placed much upper than the one which is 

initially compacted and saturated for all the nine points. All the samples with initial water content as liquid limit 

water content, the slope relationship is initially curled concave downward, which approaches a straight line as 

pressure increases soils.  With loading and unloading, the hysteresis phenomenon could be seen for all the nine 

points. We then have a slight slope which can be concluded that the clay in this area is not expansive (illites 

clay) and we are out of the phenomenon of shrinkage swelling clay that creates differential settlement on 



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147 
 

construction. For compacted and saturated soils, and soils with lower initial water content than their liquid limit, 

the (e–log(σ)) relationship is curved and curved in downwards throughout the pressure ranges. The compression 

index calculated Cc  for each pressure increment increases as pressure increases. Similar behavior has been 

reported in the literature for many natural undisturbed and saturated soils with initial water content less than the 

liquid limit. Unloaded and reloaded samples also showed ‘‘concave downward’’ behavior in their (𝑒– 𝑙𝑜𝑔𝜎) 

relationship [11, 12]. Figures (3-6) illustrate the compression index; which is equal to the slope of the pressure 

graph versus void ratio. Compression index Cc for clay is in the range 0.258 to 0.968 that has been proved by 

these studies.  

3.3 Discussions  

This test provided engineers with useful data about the soil near the Wouri river. These data as outlined in  

Table 2  are: 

• The pre-consolidation pressure: (𝝈𝒑′ )= 0.422 Mpa, which is the effective stress that marks the 

boundary between stiff and soft deformation response of a soil to loading and usually gives and 

indication of high loading in the past that the soil has been subjected. Having this value at a lower scale 

gives a clear idea of the kind of footing can bear the soil. 

• The compression index Cc = 0.327, indicating how the soil will change the volume (settle) under load 

greater than the pre-consolidation pressure. 

• The final settlement  𝒔 ≈ 𝟒. 𝟏𝟐 𝒎𝒎, which elucidates to the engineers the behavior of the building on 

soil and which plays important role while dimensioning the structural elements. Any construction in 

which the admitted compaction will be more than 4.12 mm, appropriate measures need to be taken. 

 

Figure 4: Compressibility curve, void ratio (e) as a function of log( 𝜎).  (c): at point p4 𝑒0 = 0.830, 𝐶𝑐 =

0.316, = 0.009, 𝜎 = 0.290.  (d) At point P5 𝑒0 = 0.850, 𝐶𝑐 = 0.142, 𝐶𝑟 = 0.029, 𝜎𝑝’ = 0.310 

 



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Figure 5: Compressibility curve, void ratio (e) as a function  of log( σ).  (e): at point P6 e0 = 𝟏. 𝟔𝟕𝟎, 𝐂𝐜 =

0.670, Cr = 0.024, σp’ = 0.150  (f) At point P7 e0 = 1.010, Cc = 0.373, Cr = 0.003 , σp’ = 0.270 

3.4  Comparison with the results of inner land  

In this sub-section our goal is to compare the mechanical properties found above with results found earlier for 

some important cities inside the country, not subjected daily to the influence of water. Our choice been carried 

on results found in [15,16] for the Yaounde’s city, that is the capital of Cameroon, and this due to the fact that 

one can find there the majority of tallest engineering structures of the country, that are built after several 

geotechnical tests. The mechanical properties for Yaounde are shown in the right hand side of Table 4, while on 

left, those found in present work are shown. 

 

Figure 6: Compressibility curve, e-log at point P8 𝑒0 = 1.010, 𝐶𝑐 = 0.386, 𝐶𝑟 = 0.005, 𝜎𝑝’ = 0.20. The 

curvature of this curve is near to that obtained at point P9: 𝑒0 = 1.010, 𝐶𝑐 = 0.325, 𝐶𝑟 = 0.004,   𝜎𝑝’ = 0.215 

 

 



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Table 4: Comparison of mechanical properties of sample of soil located at the littoral zone (Wouri) and        in 

the inner land (Yaoundé) 

Littoral area (Bands of   Wouri river) Inner area (Yaoundé Town) 

Points 

Pre-

consolidation  

pressure  ′ 

(kPa) 

Compression 

Index (Cc) 

Expans

ion 

ratio 

(Cg) 

Area 
Number 

of points 

Pre-

consolidation 

pressure  

 𝜎′(𝑘𝑃𝑎) 

Compression 

Index  

    (𝐶𝑐) 

Expansion 

ratio 

(𝐶𝑔) 

P1 0,31 0,251 0.006 Northen 

sub-zone 

  

5 73.2 −  99 
0.117

− 0.268 
0.05 − 0.06 

P2 0,68 

0,225 

0,004 

P3 0,31 0,251 0.006 Western 

sub-zone  

  

5 56 –  86 
0.196

− 0.323 
0.05 − 0.07 

P4 0,5 

0,316 

0,009 

P5 0,2 0,142 0,029 Southern 

sub-zone 

  

5 65-105 
0,119

− 0,290 
0.05 − 0.06 

P6 0,46 

0,67 

0,024 

P7 0,22 0,373 0,003 Central 

sub-zone 

  

5 56 - 86  
0,182

− 0,223 
0.05 − 0.07 

P8 0,22 

0,386 

0,005 

P9 0,22 
0,325 

0,004 

Eastern 

sub-zone 
5 56 - 86  

0,181

− 0,279 
0,05 −  0,06 

Normally consolidated clay and highly 

compressible (Illites) 
Over-consolidated soil and average compressible 

It comes out considering Table (4) that : 

• Accounting to values of the pre-consolidation pressure, the Wouri boarders soil is highly compressible 

comparatively to  soil of Yaoundé town, leading to the fact that expect settlement of foundations and 

embankments in this area will be more important.  

• Accounting to values of the compression Index (Cc), the Wouri boarders soil is normally consolidated 

comparatively to Yaoundé soil which is over-consolidated. Precautions need to be taken while building 

in the area around the Wouri borders, which can be subjected to the immediate settlement. 

 



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4. Conclusions 

In this work, we have determined certains mechanical parameters of soil borders of the Wouri coast river of 

Cameroon. The compression index, expansion ratio and the pre-consolidation pressure were calculated. We also 

through the oedometer modulus got an idea of the range of young modulus of this soil. These values obtained 

have been compared with others same parameters took in literature, inside the land not subjected to the same 

conditions, and it comes out that the mechanical properties totally differ and have a great influence of the 

stability of structures. Through our analysis, we noted that the soil at the boarder of Wouri River is highly 

compressible and not expansive. We also deduced from the e-log graph compression index (𝐶𝑐) and expansion 

ratio value. Such correlation will bring many conveniences to engineers of geotechnical field whenever they 

tend to do quick and simple identification of the compressibility of soil. It will also help civil engineers to plan 

the construction of an appropriate structure with the soil conditions without having to make all tests for 

determining soil properties. Thus also profit from all aspects such as cost and energy. The parameters found in 

this paper will also help geotechnical engineers anticipate soil properties and behavior and find out how to 

adjust mechanical properties moving from inner land to the border coast. It is   a tool of quick evaluation. Above 

all, the use of this soil as foundation stone requires special attention to the risk of endangering the building 

structure. 

5. Recommendations 

The oedometer test is important, but not sufficient when carry out a building construction. Other tests as direct 

shear at Casagrande box and sieve analysis adding to this will be a full and adequate geotechnical database for 

the mechanical properties of the soil boarding all coasts in general and particularly soil at borders of the Wouri 

river. Works in these lines is already under consideration and will enable us to evaluate the bearing capacity of 

soils and give cleared indications for constructions in order to avoid settlement. 

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relationships between parameters”. EJGE, vol 17, pp. 2821-2832, 2012 

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Federal University of Technology, Minna, Gidan Kwano Campus, for foundation design and 

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[3]. Nwankwoala, H.O. and Warmate, T., “Geotechnical assessment of foundation conditions of a site in 

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