ῐ
J. Jpn. Soc. Soil Phys.
῏῍ῌῐῑ῎
No. ++*, p. ,/ῌ-/ ῍,**2῎

The E#ectiveness of Nominal Dosage of Ordinary Cementon Strength and Permeability of Clayey Soil
Md. Zakaria HOSSAIN* and Toshinori SAKAI** Graduate School of Bioresources, Mie University, +/11 Kurimamachiya-cho,
Tsu, Mie /+.ῌ2/*1, Japan
Abstract
Pozzolanic materials, either naturally occurring or artiﬁcially made, have long been in practicefor soil stabilization.

Of the artiﬁcial pozzolans, the ordinary portland cement is the mostcommonly used globally. Literature review indicates that, to date, the percentage of the cement
used to improve the properties of soil is . to +.ῌ or more. For the sake of cost saving in soilcement construction works, it is crucial to scrutinize the e$cacy of an incredibly diminutive
amount of cement on the engineering properties of soils. In this paper, e#orts have been made to
study the usefulness of nominal dosage rate of the ordinary portland cement on the bearing
capacity and permeability of a clayey soil in Mie prefecture. Laboratory tests were conducted on
California Bearing Ratio (CBR), unconﬁned compressive strength and the permeability coe$cient of the clayey soil with the cement content of *.*, *.,, *.. and *.0ῌ in the ratio of mass. On thebasis of the test results, it was concluded that both the CBR and compressive strength, a measureof bearing capacity of a soil, increased with the increase in the amount of cement. The stressstrain relationships of the soil under the unconﬁned compression tests indicated that the additionof the nominal dosage rate of ordinary portland cement reduced the strain at which the ultimate
compressive strength occurred noticing the increase in the rigidity of soil. The modulus ofdeformation, a measure of deformation characteristics of a soil, was also found to increase with
the increase in the quantity of cement content. Permeability tests revealed that the coe$cient of
permeability increased with the increase in the amount of cement.
Key words : Bearing capacity, Stress-strain relationships, Compressive strength, Modulus of deformation and Permeability coe$cient+.

Introduction

It is recognized that soil, a bequest of nature,
is both intricate and uneven material. Therefore, the soil existing at any particular site may
not be appropriate for the intended purpose
because of its complex properties and variablecharacteristics. Usually some techniques suchas mechanical, chemical, thermal, electrical andphysical etc. are used to improve the properties
of in-situ natural soil for proper applications inthe ﬁeld (ACI, +33, ; Sera, et al., +33*). Amongthese, the use of supplementary cementing ma-

terials, such as ordinary Portland cement, is
one of the most popular solutions anticipatedto improve the properties of soils (Wilhelmsson, +331 ; Awal and Mamun, +332). Datingback some /* years ago, Mitchell (+310) reported that the improvement of soil properties
using cement began with the concept of theprocess of deductive reasoning (Ahuja andSwartzendruber, +31, ; Kataoka, et al., +33,).
Cement treated soil is not a simple mixture ofsoil and cement but a unique conditioned material produced through the interaction between
calcium oxide of cement and water contained

῏

26



among of soil particles (Boswell, ,*** ; Hossain,
et al., ,**0).
A very little amount of ordinary Portland
cement is, especially, suitable to improve thebearing capacity of clayey soil because of thechemical reaction that occurs between clay
mineral and positive ion come from cement inwater. Research has shown that more than0*ῌ of the ordinary portland cement is calciumoxide ; a mixture of calcium, silicon and aluminium oxides ; quickly hydrate with water
resulting a high concentration of calcium, andcontent of silica and alumina (Stocker, +30- ;Ingles and Metcaf, +31,). These positive ionsof calcium oxide provide cementing action
among the clay particles bearing negative ionsand, therefore, the ions unite the soil particles
together as well as increase the stability ofaggregates (Mindess and Young, +32+ ; Arora,+323). Also, Marshal and Holes (+33,), Prusinski
and Bhattacharya (+333) and JSCE committee(,**-) reported that the negative ions createdby the clay minerals are, especially, attracted
by the positive ions of calcium (Ca). As calcium ions stuck to the negative sites, it consequences the soil-cement mixture as a chemicalcompound that not only act to bring the clay
particles together but also facilitate for binding
the clay particles. According to Mindess andYoung (+32+), the main source of the observed
strength in cement treated soils is due to theformation of C-S,H- compounds, a well-known
binding agent. It is noted that the Ca ionsreleased by cement connects to the Si- ions ofclay mineral and therefore, it forms C-S andC,S compounds. These C-S and C,S compounds
hydrate to form C-S, H- compounds which areparticularly responsible to the strength development in cement treated soil even at a nominal dosage rate of cement content.
Literature review, clearly, indicated that, todate, the percentage of cement used to improve
the properties of soil is . to +.ῌ or more. A
nominal dosage rate of cement to improve thebearing capacity and permeability of clayeysoils is getting much attention lately in order++*

,**2

to reduce the cost of the construction works. In
spite of the volume of technical information
existed on soil-cement and cement treated soil,
there is no or little work available on the e#ect
of very small amount of the ordinary portland
cement to improve the bearing capacity andpermeability of a clayey soil, although it has
great advantages for the environmentallyfriendly construction of a farm road, option
way & drain ditch etc. (Nagaishi et al., +32/).
The development of soil-cement with nominal
dosage of cement is a signiﬁcant contribution
in this direction because of its environmental
consideration, cost-e#ectiveness and drainage
ability. In Japan, there is a lot of terrace land
to which cement treated soil can be suitably
and e$ciently used for making new cultivatable paddy ﬁelds from unused land. In thispaper, since the soil-cement is made from nominal dosage of cement, it has tremendous beneﬁt to the environment and signiﬁcant costsaving in material acquisition along with thedevelopment of strength and permeability.
The main objective of this research is toinvestigate the inﬂuence of nominal dosage ofordinary portland cement on the strength andpermeability of locally available clayey soil tobe used for soil structures applications. Inview of this objective, the soil used in this research was collected from Kameyama mountain of Mie Prefecture, Japan. It is noted hereinthat this soil possesses some basic strength,
however, further improvement in strength andpermeability is necessary, because most ofthese soils are impervious which has many
disadvantages especially in the rainy seasonscausing disaster of sloping land. The present
research is highly signiﬁcant to overcome
these basic needs. To date, a number of researches have been conducted on strengths
characteristics of soil with cement content of
more than ..*ῌ. The authors believe that the
research reported in this paper is rudimentary
and there is no research work on soil-cementwith nominal dosage of cement content considered in this research article.

ῑῐ : The E#ectiveness of Nominal Dosage of Ordinary Cement on Strength and Permeability of Clayey Soil 27

The bearing capacity of clayey soils has been
investigated to study the e#ectiveness of thenominal dosage rate of the ordinary portland
cement. A series of California Bearing Ratio(CBR) tests, Unconﬁned Compressive Strength(UCS) tests, permeability tests and ScanningElectron Microscopy (SEM) analyses of clayeysoil with cement content of *.*, *.,, *.. and *.0῍
in the ratio of mass were performed. Results on
the CBR value, compressive strength, stressstrain relationships of the soil under unconﬁned compression tests, the modulus of deformation, the permeability coe$cient and theSEM images are reported.
,.

Materials and Methods,. + Properties of soil used
The soil samples were collected from theKameyama Mountain in Mie prefecture, andtested at the laboratory. The particle size distribution curve is shown in Fig. +. The soil has
00῍ percent of the clay and silt fractions. The
other properties of the soil used in this research
are shown in Table +. According to the uniﬁed
classiﬁcation system, the soil used in this research is classiﬁed as CH. For obtaining thecohesion and frictional properties of soil given
in Table +, the specimens were tested by the
direct shear test apparatus. The shear tests
specimens of size 0* mm in diameter and ,* mmin height were prepared in cutter-ring placing
into the mould of standard compaction test.
The shear tests were carried out in accordancewith Japan Industrial Standard (JIS). The dry
bulk density given in Table + was determinedby performing the standard compaction test. It
is the maximum density at which the optimum
water content was obtained. The densities ofsoil particles and the particles of soil-cement
mixtures were determined by the particles density test method according to JIS A +,*,.
,. , Properties of cement
Any type of cement can be used for improving the engineering properties of soils. Ordinary portland cement (Type I), which is the

Table +

Properties of the soil used

Parameters

Properties

Maximum dry bulk density (rd)Optimum water content (Wopt)
Density of soil particles (rs)Cohesion (c)Angle of internal friction (f)+4/3 Mgῌmῌ,*4/῍,41*+ Mgῌmῌ+/14.* kPa

Sand, ῎1/ mm
Silt, /ῌ1/ mm
Clay, ῍/ mm

-.῍
--῍
--῍

Liquid limit
Plastic limit
Plasticity index

0+4*῍
,142῍
--4,

Fig. + Particle size distribution curve of the soil used

-,42῏



28

most common for construction works and also
readily available in the local market, was usedin this investigation. The detailed properties ofthis cement can be found elsewhere (Prusinski
and Bhattacharya, +333).
,. - Preparation of specimens
The soil sample was air-dried in room temperature of nearly ,/ and humidity of about.*῍ for +* days, and it was grinded to ease thesieving process. For removing unnecessary
elements from the soil and for reducing thevariability of the particle sizes of the soil, it
was sieved by JIS Sieve No. . (. mm opening).
The water content of the air dried soil wasmeasured as +*῍. The required amount of soil
was taken, and the desired quantity of cement
was mixed properly. In order to obtain therequired percentage of cement in a mix, theamount of cement was calculated according to
the following equation :
P

C
+**῍
S

ῌ

where P is the required percentage of cement,
C is the weight of cement mixed and S is theweight of air dry soil required for a test. It isnoted that for each soil-cement ratio, three
specimens were prepared and tested for all
the cases. In case of unconﬁned compressive
strength test, usually , kilograms soil was required. The amount of cement (C) was calculated as ., 2 and +, gms for *.,, *.. and *.0῍soil-cement specimens, respectively. The soil
and cement were mixed manually in a bowl
with a scoop for +* to +/ minutes to uniform the
mixture. The calculated amount of water necessary to obtain the water-cement ratio of *./was added gently to the dry mix, and, ﬁnally,
the components were mixed thoroughly. Water up to the optimum water content was added gradually to the mixture while continuously stirred. The additional water calculated
as water to cement ratio of *./.
It is noted here that the CBR values, compressive strengths and permeability of thespecimens depend on the water content, dry
density after compaction as well as the degree++*

,**2

of compaction. In order to avoid these discrepancies, all the specimens were preparedwith the optimum water content and compaction was done in accordance with the standard
modiﬁed proctor test. All the samples for CBR,
compression and permeability tests were moist
cured for 1 days in room temperature of ,/ .
All the tests samples were prepared with the
optimum water contents of ,*./, ,+.*, ,+./ and,,.,῍ for specimens containing *.*, *.,, *.. and*.0῍ cement, respectively, obtained throughthe standard compaction tests. The compaction curves are shown in Fig. ,.
,. . Method of CBR test
The California Bearing Ratio (CBR) test adopted here is widely used all over the world toevaluate the bearing capacity of soils and subgrades since its invention in +3-* by the California Division of Highways, United States ofAmerica. In this research, the CBR test specimens were prepared in steel mould of +/ cm ininternal diameter and +1./ cm in height. After
placing a special disk of /.* cm in height in the
mould, the soil was poured and compacted inthree layers using a /.* cm diameter automatic
rammer. The rammer mass was ../ kg withfalling height of ./.* cm. Each layer was compacted by 3, blows. The ﬁnal height of the soil
specimen was +,./ cm. The compaction energy
was calculated as ,/**.* kJ/m- for each specimen. All the CBR tests were carried out according to the JIS-A-+,++ with the optimum
water contents of soil.
,. / Method of unconﬁned compressive
strength (UCS) test
For the unconﬁned compressive strength(UCS) test, specimens were manually compacted in the mould of +,./ cm in height and /.*cm in diameter. In this case also, the tests werecarried out with the optimum water content
of the soil with the di#erent percentage of
cement. The optimum water contents were,+.*, ,+./ and ,,.,῍ as well as the particles
densities of compacted soils were ,.1*/, ,.1*3
and ,.1+1 Mgῌm- for cement content of *.,, *..
and *.0῍, respectively. The specimens were῍ῌ : The E#ectiveness of Nominal Dosage of Ordinary Cement on Strength and Permeability of Clayey Soil 29

Fig. , Compaction curves of soil-cement with di#erent cement content(Z.A.V.C. means zero air void curve)

compacted in three layers using a ..3 cm diameter hand-rammer with rammer mass of +.* kg
and falling height of -* cm. Each layer wascompacted by ,* blows. The samples were tested for the unconﬁned compressive strength ata loading rate of *.+ mm per minute. Average
strength values were calculated for each set of
the three samples. These tests were also carried out in accordance of Japanese Industrial
Standards (JIS-A-+,++, +32*).
,. 0 Method of permeability test
For the sake of clariﬁcation of the high pressure permeability testing apparatus used inthis research, a simple diagram of it is shown in
Fig. -. The permeability tests were conductedby the constant head permeability test method
according to JIS +,+2. The specimens for thepermeability tests were prepared in the steel
mould of +*.* cm in diameter and 0., cm inheight. The compaction of the specimens wasdone manually using ,./ kg rammer with thefalling height of -*.* cm. After compaction, themould with specimen was placed on a stand toease in collecting the outlet water by a graduated cylinder. The water pressures gauge wasset at the upper plate of the specimens to
conﬁrm the constant water pressure on thespecimen. Before applying the pressure fromthe gas cylinder, the water from the water tankFig. -High pressure constant head permeability test apparatus(+. Gas cylinder, ,. Control valve for gas,-. Water supply, .. Control valve forwater supply, /. Air releaser, 0. Pressurized water, 1. Control valve for pressurized water, 2. Specimen, 3. Air releaser, +*. Dial gauge, ++. Graduated cylinder)

was poured to the pressure chamber by adjusting the water control valve. The water of pressurized chamber was then poured on the specimen. During pouring the water into themould, the air inside the mould on the top of
the specimen was released by the air releaseΐῐ῎῔῕ῑ ῒ ++* ῏ ῌ,**2῍30valve. The front face of the specimen was
continuously connected to the pressurizedwater chamber during the test. Therefore, thetop surface of the water in the mould was
subjected to a constant pressure of -.* MPa(gauge pressure). The amount of water ﬂowing
through the specimen was measured by thecollected water in the graduated cylinder.
Before recording the readings, percolation wasallowed for some time to ensure a high degreeof saturation and uniformity of test results.
-.

Results and Discussion-. +Results of California Bearing Ratio(CBR) tests
The results of the CBR test on cement
treated soil containing *.*, *.,, *.. and *.0ῌ
cement are shown in Fig. . in the form of theapplied load vs. the depth of penetration relationships. As can be seen from this ﬁgure, all
the curves are curvilinear initially and thenlinear. These curves also indicated that no
initial correction for the calculating the CBRvalue is necessary except in the case of control
specimen (*.*ῌ cement content). For *.*ῌ cement content, the extension of the initialstraight portion showed that it crossed x-axis
slightly right side of the origin and this was
taken account in calculating the ﬁnal CBRvalue. It is noted herein that all the tests werecarried out under optimum water contents

Fig. .

(wopt) of the soil. The wopt were ,*./, ,+.*, ,+./
and ,,.,ῌ for specimens containing *.*, *.,, *..
and *.0ῌ cement, respectively.
In Fig. /, the calculated CBR values of the cement treated soils with cement content of *.*,*.,, *.. and *.0ῌ both at penetration level of ,./and /.* mm are shown. It is evident that the
CBR values increased with the increase in cement content. The rate of the increase of the
CBR values at ,./ mm penetration is more thanthat at /.* mm penetration. Also, the CBR values at ,./ mm penetration are higher than thatat /.* mm penetration for all the level of cement
content.
-. , Results of Unconﬁned Compressive
Strength (UCS) tests
In order to understand the bearing capacityof the cement treated soils, the compression
behavior of specimens under unconﬁned compressive tests is demonstrated in Fig. 0 using
the stress-strain curves. The stress-strain relationship of the controlled specimens (*.*ῌ
cement content) is also provided in the same
ﬁgure for better comparison. For each curve,
there is a peak or ultimate stress (here termed
as compressive strength) and then, after the
peak value, there is a softening behavior. It isobserved that the compressive stress increases
with the increase of displacement until appearing the peak value, naturally, but, owing to thedi#erent quantity of cement, the increment

Load vs. penetration curves of soil-cement under CBR tests῎῍ : The E#ectiveness of Nominal Dosage of Ordinary Cement on Strength and Permeability of Clayey Soil 31

Fig. /

Fig. 0

CBR values of soil-cement with di#erent cement content

Stress-strain relationships of soil-cement under compression

rate varies depending on the amount of cement
content.
Figure 1 shows the variation of the compressive strength (qu) and the strain obtained at thecompressive strength with di#erent levels of
cement content. Notice a signiﬁcant increasein the compressive strength with the increasein the percentage of cement content. The
strain at the ultimate compressive stress (qu),on the other hand, decreases noticeably with
the increase in the quantity of cement content.
For the sake of calculating the modulus ofdeformation (E/*) of the cement treated soils
with *.*, *.,, *.. and *.0ῌ cement, the stressstrain relationships of the straight portions,avoiding the initial and ﬁnal nonlinearities, areconsidered. The values corresponding to the/*ῌ compressive strength (qu/,) are calculated
as +*+.1, +0,.,, ,,/.* and ,0*.+ kPa, and the corresponding strain (e/*) are ,.3ῌ ,.-ῌ, ,.,/ῌ and,.+ῌ for cement content of *.*, *.,, *.. and *.0ῌ,
respectively. The moduli of deformation (E/*)
of cement treated soil are calculated by thefollowing equation.
῏ῐ
῍
E/*ῌ
ῌ
ῌ+*
ῑ῎ῌ
Here, E/* is the modulus of deformation of a soil
in MPa, e/* is the compressive strain when sῌqu/, in kPa. The moduli of deformation (E/*)
calculated by equation (,) are shown in Fig. 2
with the di#erent levels of cement content. It
is evident that the moduli of deformation (E/*)
of the cement treated soils are increased re-32ΐῐ῎῔῕ῑ ῒ ++* ῏ ῌ,**2῍Fig. 1 Compressive strength and strain at compressive strength ofsoil with di#erent cement content

Fig. 2 Modulus of deformation of soil with di#erent cement content

markably with the increase of the nominal
dosage rate of cement content.
It is noted here that although the percentage
of cement is very nominal, it is observed thatboth the bearing capacity and the modulus ofdeformation are conspicuously enhanced ascompared to the controlled specimens (Figs. /to 2). It is also noticed that the addition of thevery small quantity of cement gives a continuous increase of both the properties. This is dueto the chemical reaction among cement, soil
and water.
It was observed that the failure modes of test
samples under unconﬁned compressive tests
were varied depending on the quantity of cement added. These failure modes are clariﬁed
in Fig. 3. It is apparent from Fig. 3a that thecracks formed in the vertical plane for thecontrol specimen without any cement content.
No diagonal cracks were formed even the load
was continued until compressive stain of +1..+
ῌ. The addition of *.,ῌ cement in soil, although nominal, changes the failure patternfrom vertical to diagonal direction as can beseen from the formation of major cracks diagonally in Fig. 3b. This change of failure
plane or formation of diagonal cracks occurred
at +..1*ῌ strain indicates the development of
the shear strength in soil by the addition of
cement. Further addition of cement (*.. and*.0ῌ), altered the failure modes of the soil incrashing type failure at strains of +-.++ῌ for*..ῌ cement content and ++.1*ῌ for *.0ῌ
cement content as shown in Fig. 3c and Fig. 3d.

῍ῌ : The E#ectiveness of Nominal Dosage of Ordinary Cement on Strength and Permeability of Clayey Soil 33

Fig. 3

Failure pattern of specimens under unconﬁned compressive strength test

Fig. +*

E#ect of cement content on permeability coe$cient-. - Results of Permeability tests
The test results on the permeability coe$cient of the cement treated soils are depicted inFig. +*. It is evident that the permeability coe$cient increased with the increase in theamount of cement content. The higher rate ofwater permeability was occurred due to theﬂocculation of the soil particles. This ﬂocculation brought the clay particles together bycementing them to form a compound or secondary particle. This phenomenon has alreadybeen discussed in the introduction section illustrating the e#ectiveness of nominal cement
in forming the ﬁner particles into secondary
ones. The formation of secondary particles

through cementing action is conﬁrmed by
Scanning Electron Micrographs (SEM) as
shown in Fig. ++. It is also evident from thecompaction curve given in Fig. , that the dry
bulk density of the soil decreased with theincrease of cement content indicating the inﬂuence of formation of bigger particles.
..

Conclusions

In this paper, the e#ectiveness of the very
nominal dosage rate of the ordinary portland
cement, such as, *.,ῌ, *..ῌ and *.0ῌ was used
to investigate the compressive strength, California Bearing Ratio, modulus of deformationand permeability of clayey soils in Mie prefec-

34ΐῐ῎῔῕ῑ ῒ ++* ῏ ῌ,**2῍creased remarkably with the addition of thesmall amount of the ordinary portland cement.
,. The compressive strength increased withthe percentage of cement content.
-. The modulus of deformation (E/*) increased with the increase in the percentage of
cement content.
.. The addition of cement increased the permeability coe$cient.
Acknowledgements
The research reported in this paper is partly
supported by the Research Grant No. +2/2*,.with funds from Grants-in-Aid for ScientiﬁcResearch given by the Japanese Government.
The writers gratefully acknowledge these supports. Any opinions, ﬁndings, and conclusions
expressed in this paper are those of the authorsand do not necessarily reﬂect the views of thesponsor.
References

Fig. ++

Scanning Electron Micrographs (SEM)of cement treated soil

ture. From the analyses of the test results
depicted above, the following conclusions canbe drawn.
+. The bearing capacity in terms of the CBRvalue and the compressive strength was in-

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