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Journal Article•DOI•

Utilization of Lime for Stabilizing Soft Clay Soil of High Organic Content

Mohamed A. Sakr1, Mohamed A. Shahin2, Yasser M. Metwally3•
Tanta University1, Curtin University2, University of Oklahoma3
01 Feb 2009-Geotechnical and Geological Engineering (Springer Netherlands)-Vol. 27, Iss: 1, pp 105-113
TL;DR: In this article, the results of geotechnical and mineralogical investigations on lime-treated soft clay soil from Idku City, Egypt, where high organic matters of about 14% exist were presented.
Abstract: This paper presents the results of geotechnical and mineralogical investigations on lime-treated soft clay soil from Idku City, Egypt, where high organic matters of about 14% exist. Lime was added in the order of 1%, 3%, 5% and 7% by weight and laboratory experiments after 7, 15, 30 and 60 days were conducted including the mineralogical and microstructural examinations, grain size analysis, plasticity limits, unconfined compressive tests, vane shear tests and oedometer tests. The results indicate that soft clay soil of high organic content of 14% can be stabilized satisfactorily with the addition of 7% lime. The results also demonstrate that the changes in the mineralogical contents and soil fabric of high organic lime-treated soft clay improve soil plasticity, strength and compressibility.

Summary (4 min read)

Jump to: [1. Introduction] – [2. Experimental Program] – [2.1 MATERIALS] – [2.2 TREATMENT PROCEDURE] – [2.3 MINERALOGICAL AND MICROSTRUCTURAL TESTS] – [2.4 GEOTECHNICAL TESTS] – [3.1 MINERALOGICAL AND MICROSTRUCTURAL ANALYSIS] – [3.2.1 Grain size distribution] – [3.2.2 Plasticity limits] – [3.2.3 Shear strength] – [3.2.4 Consolidation tests] – [3.2.5 Hydraulic conductivity] – [4 Statistical Analysis of Test Results] and [5 Summary and Conclusions]

1. Introduction

  • Clay soils are commonly stiff in dry state but lose their hardness when saturated with water.
  • The reduction in strength and stiffness of soft clays causes bearing capacity failure and excessive settlement, leading to severe damage to buildings and foundations.
  • The soft clays in this region are generally brown to dark gray in color and are characterized by the abundance of organic matter of about 14% and high water content of 60–90%.
  • In the present work, lime stabilization of soft clay soils from Idku City, Egypt, where many buildings suffered severe differential settlements, was utilized.

2. Experimental Program

  • Several mineralogical and geotechnical experiments were carried out on limestabilized soft clay samples of high organic matters, before and after treatment.
  • The materials used and the tests conducted are described and discussed below.

2.1 MATERIALS

  • The soil used in the present study is a natural soft clay soil obtained from Idku City, Egypt .
  • Sufficient amount of clay samples, weighing about 50 kg each, was obtained at 3 m depth using an open pit, and was transferred to laboratory for experiments.
  • Extreme precautions were taken during sampling to keep the clay in its natural water conditions.
  • The clay obtained was brown to dark gray in color and was characterized by a high content of organic matters of about 14%.
  • The lime used was a fine ground calcium hydroxide Ca OH2 provided by a local company.

2.2 TREATMENT PROCEDURE

  • A number of 16 specimens from the natural clay samples were investigated.
  • The lime was thoroughly mixed by hand until homogeneity was reached, and the mixture was quickly stored in a large plastic bag to prevent losing of moisture content.
  • All lime-treated soil specimens were tested after curing time of 7, 15, 30 and 60 days.

2.3 MINERALOGICAL AND MICROSTRUCTURAL TESTS

  • The mineralogy and microstructure of the clay and non-clay minerals of the soil used was identified by the X-ray diffraction technique (XRD) and scanning electron microscope (SEM).
  • Semi quantitative estimation of clay minerals was based on peak areas, and on peak height for non-clay minerals, as proposed by Pierce and Siegel (1969).

2.4 GEOTECHNICAL TESTS

  • The geotechnical experiments conducted in the present study include the grain size analysis, plasticity limits, unconfined compressive tests, vane shear tests and oedometer tests.
  • In the hydrometer test, the oragnic matter was removed using 20% hydrogen peroxide (H2O2), while 4% sodium hexamataphosphate (Calgon, NaPO3) was used as diepersing agent.
  • The plasticity limits (i.e. liquid limit, LL, and plastic limit, PL) were conducted in accordance with the ASTM D4318 (1984).
  • The undrained shear strength, cu, was obtained from the value of qu and also using the vane shear strength apparatus according to the Egyptian Code of Practice (1993).
  • The soil compressions in each specimen used were recorded at applied vertical pressures of 25, 50, 100, 200 and 400 kPa, and at the time intervals recommended by Casagrande (1936).

3.1 MINERALOGICAL AND MICROSTRUCTURAL ANALYSIS

  • The results of XRD and SEM on the soil used are briefly presented.
  • Detailed description of XRD and SEM conducted in this work is given elsewhere (Saker and Metwally 2000).
  • Other non-clay minerals were also detected in the bulk samples which include quartz, feldspar, halite and calcite.
  • XRD of the lime-treated soil illustrated that a relative decrease in peak intensities of kaolinite, illite and smectite was observed with increasing lime percent.
  • SEM indicated that lime attacked the soil minerals and reacted with them forming new cementing materials.

3.2.1 Grain size distribution

  • The grain size distribution of untreated soil samples from Idku City has indicated that the soil is compsed of 13% sand, 29.6% silt and 57.4% clay, which can be classified, according to Folk (1974), as sandy mud.
  • With the addition of lime, an increase in the sand-size particles was observed with the increase of lime percent and curing time .
  • Figure 3b shows that silt-size particles behave differently, as they increase during the first 15 days of lime treatment, then decraese with the increase of curing time.

3.2.2 Plasticity limits

  • The untreated soil specimens reflected a high plasticity values possibly due to the high content of organic matters and fine grained materials.
  • According to the Unified Soil Classification System (USCS), the soil used can be classified as OH (organic clay of medium to high plasticity).
  • This is attributed to the hygroscopic effect (i.e. adsorption of intergranular water from soil), which is gradually decreasing with time due to pozzolanic reactions.
  • On the other hand, for icreased lime content of 1, 3, 5 and 7%, LL decreases with the increase of curing time .
  • Meanwhile, the behavior of plastic limit, PL, is similar to that of LL but with different rates .

3.2.3 Shear strength

  • The unconfined compressive strength, qu, of untreated clay was estimated to be around 10 kPa, which indicates a very soft soil.
  • Figure 6 shows that the stress-starin curves of untreated soils exhibit a continuous deformation until a steady state is reached, with no true failure points are observed.
  • Figure 6 also shows that the stress-strain curves of lime-treated soils exhibit a gradual pronounced peaks, depending on the lime percent and curing time, which is attributed to the cementation of soil particles due to pozzolanic reactions, as mentioned earlier.
  • It can also be seen from Figure 6 that the lime fixation point of treated soil is about 3%, as this is the lime percent where the behavior of treated soil changes from soft to stiff.
  • This behavior has led to an increase in qu with the increase of lime percent and curing time .

3.2.4 Consolidation tests

  • The consolidation behavior was investigated by studying the changes in the initial void ratio, eo, compression index, Cc, preconsolidation pressure, Pc, and coefficient of consolidation, Cv, for a number of oedometer tests on untreated and 1% lime-treated soil specimens.
  • It should be noted that the focuss of this study is to investigate the primary consolidation rather than the secondary conolidation , as the influence of secondary consolidation for chamically stabilised soft soils should not be inmportant, as mentioned by Locat et al. (1996).
  • Figure 8 shows the consolidation curves of the specimens used from which eo and Cc of untreated and 1% treated soils at different curing times are obtained and depicted in Figure 9.
  • The following decrease in void ratio (for curing time > 7 days) is probably due to the variation of grain size of lime-treated soil.
  • The initial increase in Cc (for curing time up to 15 days) is attributed to the consumption of water from the clay minerals that bonds the clay sheets, while the following increase in Cc (for curing time > 15 days) is related to the formation of pozzolanic compounds and new cementing materials.

3.2.5 Hydraulic conductivity

  • The hydraulic conductivity of soil was estimated by the coefficient of permeability, k, from the results of the consolidation tests on 1% lime-trated soil and was derived using the modified Darcy’s law.
  • The results are given in Figure 10, which show that k of the lime-treated samples increases with curing time until it reaches a maximum value after 15 days and decreases after that time.

4 Statistical Analysis of Test Results

  • A multiple regression analysis was carried out to obtain the relationships that correlate the geotechnical properties of lime-treated soils (i.e. liquid limit, LL; plastic limit, PL; unconfined compressivs strength, qu; modulus of elasticity, Es; and cohesion, c) with the curing time (t) and lime content (LC).
  • The above equations are useful in the sense that they give a quick guide to the characteristics of lime-treated soft clay soils of high organic matters.

5 Summary and Conclusions

  • The results of geotechnical and mineralogical investigation on lime-treated soft clay soils from Idku City, Egypt, were investigated and discussed.
  • The study has led to the following conclusions reagrding lime-treated soil fo high organic content:.
  • Several constituents of caly minerals can be affected by the addition of lime, leading to development of new cementing minerals and other compounds such as calcite, nekolite, calcium silicate hydrates (CSH) and calcium aluminate hydrates (CAH).
  • The lime fixation point occurs at 3% lime addition where the behavior of soil changes from soft to stiff.
  • Overall, the research reported in this study proves that soft Idky clay can be stabilized satisfactorily with the addition of about 7% lime.

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Content maybe subject to copyright    Report

Utilization of Lime for Stabilizing Soft Clay Soil of high organic
content
Mohamed A. Sakr
1
, Mohamed A. Shahin
2,
and Yasser M. Metwally
3
1
Associate Professor, Department of Structural Engineering, Tanta University, Egypt
2
Lecturer, Department of Civil Engineering, Curtin University of Technology, WA, Australia
3
PhD Candidate, School of Geology and Geophysics, University of Oklahoma, USA
Abstract: This paper presents the results of geotechnical and mineralogical
investigations on lime-treated soft clay soil from Idku City, Egypt, where high organic
matters of about 14% exist. Lime was added in the order of 1, 3, 5 and 7% by weight
and laboratory experiments after 7, 15, 30 and 60 days were conducted including the
mineralogical and microstructural examinations, grain size analysis, plasticity limits,
unconfined compressive tests, vane shear tests and oedometer tests. The results indicate
that soft clay soil of high organic content of 14% can be stabilized satisfactorily with the
addition of 7% lime. The results also demonstrate that the changes in the mineralogical
contents and soil fabric of high organic lime-treated soft clay improve soil plasticity,
strength and compressibility.
Key words: soft clay, lime stabilisation, organic matters, cementing agents, pozzolanic
reactions.
1. Introduction
Clay soils are commonly stiff in dry state but lose their hardness when saturated
with water. Soft clays are characterized by low bearing capacity and high
Corresponding author: Mohamed Shahin, Department of Civil Engineering, Curtin University of
Technology, WA 6845, Australia. Phone: +61 8 9266 1822; Fax: +61 8 9266 2681; E-mail:
m.shahin@curtin.edu.au
2
compressibility. The reduction in strength and stiffness of soft clays causes bearing
capacity failure and excessive settlement, leading to severe damage to buildings and
foundations. In Egypt, soft clays are widely distributed in the Central and Northern
parts of the Nile Delta, where they range in thickness from less than one meter to more
than 15 m. The soft clays in this region are generally brown to dark gray in color and
are characterized by the abundance of organic matter of about 14% and high water
content of 60–90%. They are also normally underlain by medium to coarse sand with
gravel bed or sometimes peat soils, and overlain by medium to stiff clay soils.
In many places in the Nile Delta, particularly in the Northern part, soft clay soils
cause irregular inclination of superstructures and severe damage to infrastructures. In
view of this, several methods may be applied to improve the engineering characteristics
of soil so that the stability and serviceability requirements can be met. As mentioned by
McDowell (1959), soil stabilization for construction purposes, especially for earth
roads, has a very long history in ancient Egypt. Among available methods of soil
stabilization is the addition of common chemical admixtures such as lime, cement and
flyash.
In the present work, lime stabilization of soft clay soils from Idku City, Egypt,
where many buildings suffered severe differential settlements, was utilized. Special
feature of Idku City clay is the high content of organic matters. Generally speaking, the
stabilization behaviour of mixing soil with lime can be attributed to the flocculation of
clay particles that aggregate together to form larger size particles, or to create new
cementing materials due to the pozzolanic reactions of lime with the clay minerals
(Narasimha and Rajasekaren, 1996). As investigated by Sabry (1977), many significant
3
engineering properties of soft soils can be beneficially modified by lime treatment as
lime decreases the plasticity index, increases the workability and shrinkage limit,
reduces shrinkage cracking, eliminates almost all swelling problems, increases the
California Bearing Ratio (CBR) and soil strength as well as increases permeability of
soils. In addition, lime can be extended at deep in-situ level either in the form of lime
column or lime injection (Okumura and Terashi, 1975).
2. Experimental Program
Several mineralogical and geotechnical experiments were carried out on lime-
stabilized soft clay samples of high organic matters, before and after treatment. The
materials used and the tests conducted are described and discussed below.
2.1 MATERIALS
The soil used in the present study is a natural soft clay soil obtained from Idku City,
Egypt (Figure 1). The soft clay at Idku City starts at 1 to 3 m depth under the ground
surface and extends down to about 15 m. The soft clay in this region is generally
overlain by a very fine silty sand (about 30m mm thick) and underlain by a layer of
medium to coarse sand. Sufficient amount of clay samples, weighing about 50 kg each,
was obtained at 3 m depth using an open pit, and was transferred to laboratory for
experiments. Extreme precautions were taken during sampling to keep the clay in its
natural water conditions. The clay obtained was brown to dark gray in color and was
characterized by a high content of organic matters of about 14%. The grain size
4
distribution of the soil used is shown in Figure 2. The lime used was a fine ground
calcium hydroxide Ca OH
2
provided by a local company.
2.2 TREATMENT PROCEDURE
In this work, a number of 16 specimens from the natural clay samples were
investigated. Lime was added to each specimen at the room temperature (25
o
C) in the
order of 1, 3, 5 and 7% by weight. The lime was thoroughly mixed by hand until
homogeneity was reached, and the mixture was quickly stored in a large plastic bag to
prevent losing of moisture content. All lime-treated soil specimens were tested after
curing time of 7, 15, 30 and 60 days.
2.3 MINERALOGICAL AND MICROSTRUCTURAL TESTS
The mineralogy and microstructure of the clay and non-clay minerals of the soil
used was identified by the X-ray diffraction technique (XRD) and scanning electron
microscope (SEM). Semi quantitative estimation of clay minerals was based on peak
areas, and on peak height for non-clay minerals, as proposed by Pierce and Siegel
(1969).
2.4 GEOTECHNICAL TESTS
The geotechnical experiments conducted in the present study include the grain size
analysis, plasticity limits, unconfined compressive tests, vane shear tests and oedometer
tests. For untreated and treated soils, the grain size analysis was performed on the sand-
size fractions of soil (larger than 0.063 mm) using the procedure proposed by Folk
5
(1974), and for particles less than 0.063 mm, a hydrometer type 152-H was used
according to ASTM D422 (1990). In the hydrometer test, the oragnic matter was
removed using 20% hydrogen peroxide (H
2
O
2
), while 4% sodium hexamataphosphate
(Calgon, NaPO
3
) was used as diepersing agent.
The plasticity limits (i.e. liquid limit, LL, and plastic limit, PL) were conducted in
accordance with the ASTM D4318 (1984). The unconfined compressive strength, q
u
,
was determined using the unconfined compression apparatus on soil specimens of fixed
dimensions of 38 mm diameter and 76 mm height, as described by Bowles (1992). The
undrained shear strength, c
u
, was obtained from the value of q
u
and also using the vane
shear strength apparatus according to the Egyptian Code of Practice (1993).
The consolidation behavior was determined by an oedometer apparatus in
accordance with Bowles (1992) using specimens of fixed dimensions of 21.5 mm in
height and 71.3 mm in diameter. The soil compressions in each specimen used were
recorded at applied vertical pressures of 25, 50, 100, 200 and 400 kPa, and at the time
intervals recommended by Casagrande (1936).
3 Results and Discussions
3.1 MINERALOGICAL AND MICROSTRUCTURAL ANALYSIS
In this part, the results of XRD and SEM on the soil used are briefly presented.
Detailed description of XRD and SEM conducted in this work is given elsewhere (Saker
and Metwally 2000). The results of XRD on the untreated soil specimens indicated that
Citations
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Book•DOI•
Characterization of Cementitiously Stabilized Layers for Use in Pavement Design and Analysis

[...]

Haifang Wen, Balasingam Muhunthan, Jingan Wang, Xiaojun Li, Tuncer B. Edil, James M. Tinjum 
15 Nov 2014-NCHRP Report
TL;DR: In this article, the characterization of cementitiously stabilized layers and the properties that influence pavement performance are discussed, as well as performance-related procedures for characterizing these layers and performance-prediction models for incorporation into the mechanistic-empirical pavement analysis methods.
Abstract: This report presents information on the characterization of cementitiously stabilized layers and the properties that influence pavement performance. It also contains recommended performance-related procedures for characterizing these layers and performance-prediction models for incorporation into the mechanistic–empirical pavement analysis methods. Individual chapters highlight pavement distresses of hot-mix asphalt pavements and concrete pavements, laboratory tests and model development, and model calibration. The material contained in the report will be of immediate interest to state materials, pavement, and construction engineers and others involved in the different aspects of pavement design and construction.

270 citations

Journal Article•DOI•
Stabilization of Organic Soils with Fly Ash

[...]

Erdem O. Tastan, Tuncer B. Edil, Craig H. Benson, Ahmet H. Aydilek
01 Sep 2011-Journal of Geotechnical and Geoenvironmental Engineering
TL;DR: The effectiveness of fly ash use in the stabilization of organic soils and the factors that are likely to affect the degree of stabilization were studied in this paper, where unconfined compression and resilient modulus tests were conducted on organic soil.
Abstract: The effectiveness of fly ash use in the stabilization of organic soils and the factors that are likely to affect the degree of stabilization were studied. Unconfined compression and resilient modulus tests were conducted on organic soil–fly ash mixtures and untreated soil specimens. The unconfined compressive strength of organic soils can be increased using fly ash, but the amount of increase depends on the type of soil and characteristics of the fly ash. Resilient moduli of the slightly organic and organic soils can also be significantly improved. The increases in strength and stiffness are attributed primarily to cementing caused by pozzolanic reactions, although the reduction in water content resulting from the addition of dry fly ash solid also contributes to strength gain. The pozzolonic effect appears to diminish as the water content decreases. The significant characteristics of fly ash that affect the increase in unconfined compressive strength and resilient modulus include CaO content and CaO/SiO2...

228 citations

Cites background from "Utilization of Lime for Stabilizing..."

  • ...Visit http://www.ascelibrary.org specimens cured 7 days to simulate the early curing conditions during construction, both inorganic and organic soils are expected to have significant strength gains with increasing curing time for calcium-based additives (Edil et al. 2006; Sakr et al. 2009)....

    [...]

Journal Article•DOI•
Effect of adding natural pozzolana on geotechnical properties of lime-stabilized clayey soil

[...]

Aref M. al-Swaidani1, Ibrahim Hammoud2, Ayman Meziab2•
Arab International University1, Damascus University2
01 Oct 2016-Journal of rock mechanics and geotechnical engineering
TL;DR: In this article, the effect of adding natural pozzolana on some geotechnical properties of lime-stabilized clayey soils was investigated, including consistency, compaction, California bearing ratio (CBR), and linear shrinkage properties.
Abstract: Clayey soils in Syria cover a total area of more than 20,000 km 2 of the country, most of which are located in the southwestern region. In many places of the country, the clayey soils caused severe damage to infrastructures. Extensive studies have been carried out on the stabilization of clayey soils using lime. Syria is rich in both lime and natural pozzolana. However, few works have been conducted to investigate the influence of adding natural pozzolana on the geotechnical properties of lime-treated clayey soils. The aim of this paper is to understand the effect of adding natural pozzolana on some geotechnical properties of lime-stabilized clayey soils. Natural pozzolana and lime are added to soil within the range of 0%–20% and 0%–8%, respectively. Consistency, compaction, California bearing ratio (CBR) and linear shrinkage properties are particularly investigated. The test results show that the investigated properties of lime-treated clayey soils can be considerably enhanced when the natural pozzolana is added as a stabilizing agent. Analysis results of scanning electron microscopy (SEM) and energy-dispersive X-ray spectroscopy (EDX) show significant changes in the microstructure of the treated clayey soil. A better flocculation of clayey particles and further formation of cementing materials in the natural pozzolana-lime-treated clayey soil are clearly observed.

148 citations

Journal Article•DOI•
Stabilization of clay soils using lime and effect of pH variations on shear strength parameters

[...]

M. H. Ghobadi1, Y. Abdilor1, Reza Babazadeh1•
Bu-Ali Sina University1
01 May 2014-Bulletin of Engineering Geology and the Environment
TL;DR: In this paper, the results of geotechnical and mineralogical investigations on lime treated clay soils from Hamedan City, Iran, and effects of pH variations on their shear strength parameters were presented.
Abstract: This paper presents the results of geotechnical and mineralogical investigations on lime treated clay soils from Hamedan City, Iran, and effects of pH variations on their shear strength parameters. Initially, lime was added in different percentages and laboratory experiments were conducted after curing times. The results indicate that these soils can be stabilized satisfactorily with the addition of about 7 % lime. Also, investigation of the relationship between lime-treated geotechnical properties and lime percentage and curing time demonstrates high regression coefficients for the proposed relationships. Several laboratory tests were performed on treated and untreated clay soils with lime mixed with pore fluids with different pH values including 3, 5, 7 and 9. The results of shear strength tests indicated that the undrained shear strength parameters for untreated clays increased considerably if the pore fluid had a high pH (pH = 9) or a low pH (pH = 3). It can also be found that for lime-treated soils, maximum cohesion and friction angle values are achieved at pH = 9.

113 citations

Cites background from "Utilization of Lime for Stabilizing..."

  • ...Extensive studies have been carried out on the stabilization of clay soils using lime (Basma and Tuncer 1991; Bell 1996; Kassim and Chern 2004; Mohamed et al. 2009; Sherwood 1993)....

    [...]

  • ...Soft clays are characterized by low bearing capacity and high compressibility (Mohamed et al. 2009)....

    [...]

Journal Article•DOI•
Effects of the maximum soil aggregates size and cyclic wetting–drying on the stiffness of a lime-treated clayey soil

[...]

Anh Minh Tang, Minh-Ngoc Vu, Yu-Jun Cui
01 Apr 2011-Geotechnique
TL;DR: In this article, the stiffness of a compacted lime-treated clay-ey soil using bender elements was investigated by investigating the size of soil aggregates before lime treatment, where the studied soil was first air-dried and ground into a target maximum soil aggregate size (Dmax).
Abstract: Lime treatment is a well-known technique to improve the mechanical response of clayey subgrades of road pavements or clayey soils used for embankment. Several studies show that lime treatment significantly modifies the physical and hydromechanical properties of compacted soils. Nevertheless, studies on the scale effect under climatic changes are scarce. Actually, wetting–drying cycles might significantly modify the microstructure of treated soils, giving rise to changes in hydromechanical properties. This modification could be dependent on the size of soil aggregates before lime treatment. In the present work, this scale effect was studied by investigating the stiffness of a compacted lime-treated clayey soil using bender elements. The studied soil was first air-dried and ground into a target maximum soil aggregates size (Dmax). For each aggregate size, the soil was humidified to reach the target water contents wi, then mixed with 3% of lime powder (mass of lime divided by mass of dried soil) prior to the...

78 citations

Cites background from "Utilization of Lime for Stabilizing..."

  • ...Microstructural investigations on lime-treated clays show that the treatment changes the soil fabric significantly (Cai et al., 2006; Russo et al., 2007; Shi et al., 2007; Le Runigo et al., 2009; Sakr et al., 2009)....

    [...]

  • ...…increases the shear strength (Bell, 1996; Osinubi & Nwaiwu, 2006; Sivapullaiah et al., 2006; Consoli et al., 2009), increases the elastic modulus (Bell, 1996; Rogers et al., 2006; Sakr et al., 2009) and modifies the compaction properties (Bell, 1996; Osinubi & Nwaiwu, 2006; Consoli et al., 2009)....

    [...]

  • ...…CUI, BEng, PhD Ecole des Ponts ParisTech, U.M.R. Navier/CERMES Corresponding author: Prof. Yu-Jun CUI Ecole des Ponts ParisTech 6-8 av. Blaise Pascal, Cité Descartes, Champs-sur-Marne 77455 Marne-la-Vallée cedex 2 France Email : yujun.cui@enpc.fr Phone : +33 1 64 15 35 50 Fax : +33 1 64 15 35 62...

    [...]

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"Utilization of Lime for Stabilizing..." refers background or methods in this paper

  • ...The consolidation behavior was determined by an oedometer apparatus in accordance with Bowles (1992) using specimens of fixed dimensions of 21.5 mm in height and 71.3 mm in diameter....

    [...]

  • ...For untreated and treated soils, the grain size analysis was performed on the sandsize fractions of soil (larger than 0.063 mm) using the procedure proposed by Folk (1974), and for particles less than 0.063 mm, a hydrometer type 152-...

    [...]

  • ...The grain size distribution of untreated (natural) soil samples from Idku City has indicated that the soil is compsed of 13% sand, 29.6% silt and 57.4% clay, which can be classified, according to Folk (1974), as sandy mud....

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  • ...The unconfined compressive strength, qu, was determined using the unconfined compression apparatus on soil specimens of fixed dimensions of 38 mm diameter and 76 mm height, as described by Bowles (1992) ....

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Engineering Properties of Soils and Their Measurement

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TL;DR: In this article, the engineering properties of soils and their measurement, Engineering properties of soil and their measurements, and the measurement of soil properties are discussed, in particular, the properties of the soil and its properties.
Abstract: Engineering properties of soils and their measurement , Engineering properties of soils and their measurement , مرکز فناوری اطلاعات و اطلاع رسانی کشاورزی

535 citations

"Utilization of Lime for Stabilizing..." refers methods in this paper

  • ...The consolidation behavior was determined by an oedometer apparatus in accordance with Bowles (1992) using specimens of fixed dimensions of 21.5 mm in height and 71.3 mm in diameter. The soil compressions in each specimen used were recorded at applied vertical pressures of 25, 50, 100, 200 and 400 kPa, and at the time intervals recommended by Casagrande (1936)....

    [...]

  • ...The consolidation behavior was determined by an oedometer apparatus in accordance with Bowles (1992) using specimens of fixed dimensions of 21....

    [...]

  • ...The unconfined compressive strength, qu, was determined using the unconfined compression apparatus on soil specimens of fixed dimensions of 38 mm diameter and 76 mm height, as described by Bowles (1992)....

    [...]

  • ...The unconfined compressive strength, qu, was determined using the unconfined compression apparatus on soil specimens of fixed dimensions of 38 mm diameter and 76 mm height, as described by Bowles (1992). The undrained shear strength, cu, was obtained from the value of qu and also using the vane shear strength apparatus according to the Egyptian Code of Practice (1993)....

    [...]

  • ...The consolidation behavior was determined by an oedometer apparatus in accordance with Bowles (1992) using specimens of fixed dimensions of 21.5 mm in height and 71.3 mm in diameter....

    [...]

Journal Article•DOI•
Mechanical and hydraulic behaviour of a soft inorganic clay treated with lime

[...]

Jacques Locat, Hélène Trembaly, Serge Leroueil
20 Aug 1996-Canadian Geotechnical Journal
TL;DR: In this paper, a comprehensive series of laboratory tests were conducted on an inorganic clayey sediment in order to predict the mechanical behaviour of dredged sediments used in reclamation projects.
Abstract: A comprehensive series of laboratory tests was conducted on an inorganic clayey sediment in order to predict the mechanical behaviour of dredged sediments used in reclamation projects. The soil use...

195 citations

"Utilization of Lime for Stabilizing..." refers background in this paper

  • ...It should be noted that the focuss of this study is to investigate the primary consolidation rather than the secondary conolidation (creep), as the influence of secondary consolidation for chamically stabilised soft soils should not be inmportant, as mentioned by Locat et al. (1996)....

    [...]

  • ...It should be noted that the focuss of this study is to investigate the primary consolidation rather than the secondary conolidation (creep), as the influence of secondary consolidation for chamically stabilised soft soils should not be inmportant, as mentioned by Locat et al. (1996). Figure 8 shows the consolidation curves of the specimens used from which eo and Cc of untreated and 1% treated soils at different curing times are obtained and depicted in Figure 9....

    [...]

  • ...This is in agreement with Locat et al. (1996), who found that the gain in strength of treated soil with less than 2% lime is much less significant than that of higher lime concentrations, and that the effect of curing time are more distinct for lime concentration greater than 2%....

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Journal Article•DOI•
Reaction products formed in lime-stabilized marine clays

[...]

S. Narasimha Rao, G. Rajasekaran
01 May 1996-Journal of Geotechnical Engineering
TL;DR: In this paper, the beneficial changes occurred in a marine clay due to the diffusion of lime from lime column and lime injected points have been studied using XRD and SEM techniques and new compounds formed have been identified using the XRD technique.
Abstract: The use of lime to improve the behavior of marine clays has been in practice in several parts of the world over a long period. In this paper, the beneficial changes occurred in a marine clay due to the diffusion of lime from lime column and lime injected points have been studied using XRD and SEM techniques. The new compounds formed have been identified using the XRD technique. The diffusion of lime has been established through the measurements of lime content and pH from the samples taken at different locations and at various time periods. The transformation of the soil particles due to lime attack on the clay minerals present in a marine clay has been studied and discussed.

111 citations

"Utilization of Lime for Stabilizing..." refers background in this paper

  • ...Generally speaking, the stabilization behavior of mixing soil with lime can be attributed to the flocculation of clay particles that aggregate together to form larger size particles, or to create new cementing materials due to the pozzolanic reactions of lime with the clay minerals ( Narasimha and Rajasekaren 1996 )....

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Journal Article•DOI•
Quantification in Clay Mineral Studies of Sediments and Sedimentary Rocks

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J. W. Pierce, F. R. Siegel
01 Mar 1969-Journal of Sedimentary Research
Abstract: A nationally or internationally accepted methodology in semi-quantitative clay mineral studies is lacking. Recent U. S. published papers (1954-1967) on clay mineral contents and distributions in sediments and sedimentary rocks indicate that at least six techniques are being used to make percentage calculations. In addition, there is no consistency in sample preparation methods between laboratories. These diversities only compound the problems already inherent in any clay mineral investigation. Percentages of the clay minerals in a complex assemblage present in twenty-five samples are calculated by five different methods, but using the same diffractograms. No uniformity is apparent in the results except for the dominance of montmorillonite, which could be inferred from the physical aspects of the samples. The trends in the relative amount of montmorillonite, as determined by the five different calculation methods, show agreement 83 percent of the time. A random matching for trends would show an agreement 69 percent of the time. Thus, the methods used to predict trends are better than random matching. A hierarchial design was used to test the importance of slide preparation techniques, subsampling, and calculation methods. Preparation technique is significant at the 5 percent level but not at the 1 percent. Subsampling was not significant at any level while method of calculation was significant at all levels. We do not give preference to any of the calculation techniques being used because each seems to be as well founded as the others. In the present state of clay mineral studies, accurate quantitative results are unattainable although precision may be good. Until true quantification becomes possible, we suggest the adoption of a unified methodology, possibly under the aegis of the Clay Minerals Society, so that semi-quantitative clay mineral investigations in sediments and sedimentary rocks can become more scientifically meaningful. Without a semblance of standardization of methods (calculation and preparation), regional studies will remain as at present, incomparable.

85 citations

"Utilization of Lime for Stabilizing..." refers background in this paper

  • ...Semi quantitative estimation of clay minerals was based on peak areas, and on peak height for non-clay minerals, as proposed by Pierce and Siegel (1969)....

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Frequently Asked Questions (1)
Q1. What have the authors contributed in "Utilization of lime for stabilizing soft clay soil of high organic content" ?

This paper presents the results of geotechnical and mineralogical investigations on lime-treated soft clay soil from Idku City, Egypt, where high organic matters of about 14 % exist.