Civil Engineering Project: Ballarat Basaltic Clay Reactivity Review

This literature review investigates the reactivity characteristics of Ballarat Basaltic Clay, a crucial aspect for civil engineering projects. It examines soil index properties, including grain size, porosity, moisture content, plasticity, and Atterberg limits, to understand how the soil responds to changes in moisture. The study emphasizes the importance of soil investigations before construction to mitigate potential issues. The review explores laboratory tests like shrink-swell index and plasticity index, including methods such as the fall cone and percussion cup methods for determining liquid limits, and the determination of plastic limits. The document also discusses the impact of calcium carbonate on soil reactivity, and the use of Atterberg limits and shrink-swell index in assessing soil quality and settlement characteristics. The findings aim to provide insights into the behavior of Ballarat Basaltic Clay to ensure the safety and longevity of civil engineering structures.

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Investigating reactivity characteristics of Ballarat Basaltic Clay using soil index
properties: Literature Review
Iqbal Singh
Civil engineering department, Faculty of Engineering, Fedration University, Mt. Hele,
Australia
Abstract
Understanding reactivity characteristics of a soil is key aspect for consideration
before any civil engineering structures or designs are implemented. There has been
serious repercussions in cases where building foundations and/ or civil structures have
been put in place without prior and careful consideration of the soil characteristics on
site. The repercussions have been reported immediately with some cases arising decades
after the construction or during the whole life of a structure. This project aims to
investigate reactivity characteristics of Ballarat Basaltic Clay using soil index properties
with an aim to mitigate against such repercussions in areas where the Ballarat Basaltic
Clay exist. Generally, it is recommended that adequate soil investigations are carried out
in the initial phase of the project to determine the suitability of the proposed site where a
construction project is to be located.
Key words: Reactivity, Ballarat Basaltic Clay Soil, Soil Index Properties and
Characteristics.
Introduction

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The manner in which the soil responds to changing dampness content is referred to as the
reactivity of a particular soil. The physical properties of soil like Grain measure, porosity,
moisture content, plasticity, Atterberg limits, and so on defines the soil index properties.
Examination of reactivity of soil with the assistance of index properties is achievable by drawing
different graphs/ charts and computing and analyzing the information obtained from the research
and different laboratory tests (Tournassat, Steefel, Bourg & Bergaya, 2015). It is a fundamentally
lab-based examination on how:-Volume change and shrinkage of soil can make the development
procedure troublesome on site and reactivity to particles and alkalis can impact agricultural
activities and development exercises.
As it is imperative to locate the genuine properties of soil before development or some
other action for positive outcomes. Subsequently, this examination will support my insight in
assessing different properties of soil.
Phenol absorption in organo-modified basaltic clay and bentonite have been found to
cause variations in the; moisture content, porosity, temperature etc. Sarah R. (2006) noted, “the
diffident degree of variation employed lead to a rise in coefficient of adsorption as of the base
clays of about two scale reading for HDTMA-Basaltic and TMPAA-Bentonite, an intensification
an estimated intensification of one order scale for HDTMA-Bentonite and TMPA-Basaltic (Soni
et al., 2015). Phenol adsorption to HDTMA adjusted clays is portrayed in straight Freundlich
condition. The adsorption to the TMPA altered clays could be well portrayed by the Langmuir
equation.
All clay soils possess ability to change volume and shift based on the variations in the
level of dampness/ moisture in the soil, a property which makes clay soils to be classified as

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reactive soils (Nelson, 2015). The quantity of soil likely to shift defines the reactivity potential of a
soil.
In 1981, Atterberg proposed Atterberg limits, also called consistency limits. Atterberg
limits indicate the soil condition in respect to connection in respect to grain content of the soil,
the water and changing water content. When cohesive soils absorbs excess amount of water, its
shear stress is lost and achieves viscous properties. At this state the soil exhibits plastic
properties and can be molded with simplicity and if put under cure for some time, it cracks hence
regaining the initial shear stress at a defined water condition. At this stage of regaining strength
is defined as the liquid limit W L. If the soil is further drained, the plastic properties are slowly lost
and disintegrates while rolled along on a level platform; this is the plastic limit,W P. More
decrease in the volume of water does not reduces the soil volume, brittle performance may be
revealed from the soil; a condition is termed as the shrinkage limit.
Consistency limits is a characteristics of basaltic clay soils categorized as fine grained
soil group. These soils have been found to absorb water thus can be solid or liquid based on the
water content. Volume-water content relationships in these soils hence explains limits of
consistency of basaltic clay soils as in figure 1.

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Figure1. Volume-water content relationship of clay soil.
Material
Ballarat Basaltic Clay is used in this investigation and hence the findings presented aim
to understanding the reactivity characteristics of this particular soil.
Basaltic clay soil
The basaltic soils tests to be conducted during my investigation can be ordered in 3
categories: Quaternary basaltic remaining soil, Quaternary basaltic soil and Tertiary basaltic soil.
Advance actions are prepared so as deduce connection amongst Iss and LL in every kind of
basaltic soil. The outcomes are introduced. A progressed connection between Iss and LL would
be observed in the case of Quaternary basaltic soil yet no relationship of Iss with LL for Tertiary
basaltic soil. It ought to be called attention to that Quaternary basaltic remaining soil test from
Point. Small estimation of Iss results from significant levels of calcium carbonate; this example
is most certainly not incorporated into the examination. The calcium carbonate can essentially
decrease the reactivity of the particular soil.
While disregarding the information made by Cook, a sensibly decent connection is
conclusive in among Iss and LL for Basaltic category of soil examined, the condition of the fitted
pattern link what's more, R2values exist as:
y = 0.0576x +2.4054 R² = 0.856
As indicated by quality notable in the connection it is regarded a dependable rectification
between plastic point of confinement and the shrink-swell index.
Experimentation

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Laboratory tests on shrink swell index and plasticity index forms the basis of my
investigations on Ballarat Basaltic clay soils and is used to introduce shrink swell indices of this
particular soil. Other commonly used laboratory methods in determining reactivity of soils
include; California Bearing Ratio( Swell%), Loaded swell/ swelling pressure, Cation Exchange
capacity, Atterberg Limits, Particle size distribution using hydrometer ,Filter Piper Method etc.
Shrink-swell index
This is done in accordance to AS 1289.7.1.1. Shrink-swell index is the best dependable
indication of site reactivity (Cameron, 1989).Two samples are used in this test such that a swell
test and core shrinkage tests are carried out. A shrinkage test sample diameter of 50 mm is used
and a length corresponding to 1.8 diameters. Mass and length measurements are noted until
shrinkage stops. Shrink swell index is based on oven-dried state hence the samples are oven died
to a constant mass at 110 degree Celsius after which dimensions noted. From the obtained data,
water contents at initial and final stages are computed as well as axial strain. Graphical
presentation of axial strain vs water content plotted. During the shrinkage test, an Artec Spider
3Dscanner and a digital Vernier caliper are used to carefully monitor variations in diameter,
length and volume of samples.
The soil shrinkage is then calculated as in the following equation:
ϵsh= [ 100 × Do × Dd ]
Ho
Where;
ϵsh=total shrinkage strain∈oven dry conditionsexpressed as a %
Do =distance between the rounded heads of the pinafter their placement , mm
Dd =distance between rounded heads of the pin after oven drying of he specimen, mm
HO =average intaial length of the sample specimen

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Swelling test sample of known mass is installed in a steel ring 20 mm high and 500 mm
diameter and placed in consolidation apparatus. A monitoring gauge for sample height is zeroed
under a nominal seating pressure of 5kPa. For 30 minutes, a load equivalent to 25kPa is applied
and initial settlement recorded. The obtained displacement is essential in adjusting the
preliminary height of the sample for determination of swelling strain. In 1996, Fityus concluded
than soils which are greatly reactive would swell out the steel ring in the course of the swelling
investigation hence causing imprecise observations at the end of the investigation. He therefore
proposed use of an extension annulus above the sample of soil to give room for probable increase
of the soil above the ring of consolidation.
When re-zeroing the displacement gauge, distilled water is used to inundate the sample
until the swelling increment for at least three hours, does not exceed 5% of the sum recorded
swell. The sample trimmings are used to obtain the initial water content while extracted sample
at the end of the test gives the final water content.
From the respective tests, swell and shrinkage strains are measured from which shrink-
swell index I ss is determined in accordance to AS 1289.7.1.1. as follows:
I ss= [ϵsh + ϵsw
2 ]
1.8 ∈%/ pF
Where
ϵsh= shrinkage strain in %
ϵsw = swelling strain in %

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For all Australian soils, a constant 1.8 is applied and it relates linearly varying section of
the sample consistent to the variations in the axial strains through swelling and shrinking of the
soil. The value 2.0 is the lateral coefficient of reactive soil movement (AS2870) and is the
correction factor for shrinkage test. Unrestrained core shrinkage test is conducted on Ballarat
Basaltic clay samples.
Plasticity Index I P
Plasticity Index is obtained from Liquid limit and plastic index as in the relation;
I P =W L−W P
Where,
I P ¿ plasticity Index∈%W L ¿ Liquid Limit ∈Percent , W P=Plastic Limit∈ percent
Liquid limit W L
Liquid limit is obtained from either the fall cone method or the percussion cone method.
Casagrande (1932, 1958) designates percussion cup method as the moisture content consistent to
a pre-determined number of blows needed to close a known width of groove for a definite length.
The percussion cup method is conducted as specified in AS 1289.3.1.1
The fall cone method describes the liquid limit to be corresponding to a value of depth
penetration as a result of a steel cone of known dimensions and mass as well. The depth of
penetration to be considered in this study is derived from AS1289.3.9.1 which penetration at
liquid limit as 20mm.
Plastic limit W P
This is the moisture content of the soil at which it starts to disintegrate while set rolling
into 3mm threads. Therefore, plastic limit is the least possible moisture level when the soil
collapse plastically hence, an expression of the least possible moisture content of the soil before

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deformation take place. AS1289.3.2.1 outline the determination of plastic limit. 30 grams of dry
model is obtained in the arranged soil sample. Soil sample is put in water such that it can be
modelled into a ball after which it is left standing in a sealed container for a day. Six grams from
the sample is rolled on a glass plate at an approximate speeds ranging from eighty to ninety
strokes for every 60 seconds. The soil forms 3mm diameter threads which are carefully observed
to note any occurrence of disintegration or crumbling of the rolled sample. The disintegrating
samples thread are obtained and moisture content determined. The non-disintegrating samples at
3 mm diameter threads indicate higher soil moisture than the plastic limit hence such samples
must be air dried for some time after which the procedure is repeated until enough soil is
obtained consistent with the test requirement.
AS1289.3.2.1, 2011 clearly indicates the necessity of subsequent test. In both tests
moisture contents should be two percent of another. If this criteria is not met, the test is defined
to have not attained the required success hence should be done all over again. The disintegrated
soil samples obtained and their mass measured for water content determination to give the soil’s
plastic limit.
Atterberg limit test
AS1289.3.1.2, this test comprises of the liquid limits tests”, tests on plastic limit
according to AS 1289.2.1.1, and tests to determine linear shrinkage test in accordance to
AS1289.3.4.1. Atterberg limit test is utilized to get essential record data regarding soil, in
gauging its quality as well as settlement attributes. Moisture content is the proportion
communicated as a level of the mass of "pore" or free" water in a given mass of soil to the mass
of strong particles. Notwithstanding, regular strategy for deciding dampness content is tedious.
This investigation is expected to propose a terser technique in precisely deciding

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dampness substance of dirt soil. Appraisal of the appropriateness for those strategies depend on
precision and testing length of drying soils utilizing Oven Drying Approach, Microwave Method,
and Moisture Parity Method. Oven Drying Method was considered to create the genuine
dampness content. This is utilized as a premise of correlation for the outcomes picked up by
utilizing different strategies in drying soils. The outcomes have demonstrated that microwave
technique is a promising option technique in light of precision and time length (Venkatramaiah,
2012).
As indicated by the current specifications, the drying system in a convection oven to constant
moisture is required. As indicated by GOST 5180 soil tests of 15-50 g (10-20g for hydroscopic
content, 10-15 g for water content at the plastic limit) are dried at temperature105±2°с amid 5
hours, after that Ballarat Basaltic soil examples are weighed 2 hours before mass distinction at
two arrangement weighing of at the very least 0.02 g. As indicated by GOST 11305 peat tests of
5– 10 g are put in the oven warmed up to 105– 110° С and dried amid 2.5– 4.0 hours, subsequent
to measuring the samples are dried amid 30 min if losses are not in excess of 0.01 g, test closes.
Utilizing fast strategy the peat segments of 5– 6 g are set in the oven to warm up to 165– 170 °с,
after which they are dried at 145– 150 °с during30 min, however at water content (water content
is a relationship of water weight to the underlying weight of wet peat) more 55 % – 45 min. As
indicated by ASTM D2216 drying of dispersed and rough soil is performed at 110±5°C. To
diminish gypsum lack of hydration of saline soil or natural losses in peats, they are dried at 60°с
or in a desiccator.
As indicated by ASTM D 4643, to decide water content a segment of 100-200 g - for soil
containing up to 10 % of division in excess of 2 mm is set in the oven for 3 min at defrost mode,

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at that point following a moment it is weighed up to the minute when the weight reduction is
under 0,1 % at reweighting. The underlying time of mud soil becoming can be expanded to 12
min. Water content is computed as a relationship of water weight to the become soil weight with
exactness to 0.1%.
Cation Exchange Capacity, CEC.
Knowing the cation exchange capacity of soil is important to understand the suitability of
such soils for agriculture and geotechnical applications. The time‐intense, arduous features of
typical approaches of CEC examination pressed the creation of regression‐founded procedures
and other erudite approaches, for instance, artificial neural networks (ANNs) so as ro determine
CEC derived from known properties of the soil to evaluate CEC from further soil characteristics
organic matter. From recent studies, regression relationships to assess CEC derived on moisture
content of the soil at diverse relative humidity (RH) values between ten to ninety percent and
bearing in mind sorption hysteresis has been greatly been recommended. Amid primer site
examinations, the soil designing parameters can be assessed from the significant number of
relationships accessible in the writing. In this examination, connections among CEC and
different other soil designing properties have been researched, bringing about a brisk technique
for evaluating CEC.
Cation-exchange exchange (CEC) is a crucial soil characteristics in relating nutrient accessibility
for plant growth. Measurements of CEC, is achievable through analytical methods.
Understanding and determination of this property helps to advance different techniques so as to
determine CEC from accent soil properties (Look, 2018). During this study, multivariate
investigation is accustomed to understand relations concerning CEC and clay (CLAY), organic
carbon (OC), and alternative soil properties. Multiple regressions specified that CLAY, OC, and

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soil pH well defined to fifty one in the noted difference in CEC for all soil (n = 37921). When
the estimation of CEC for Aridosols and Veryisols is poor, this shows that elements apart from
CLAY interferes with correct estimates of CEC.
Straightforward relationships are created among CEC and specific surface area (SSA), soil
organic matter (OM), clay fraction (CF), action (An), Atterberg limits (fluid (LL), plastic (PL),
and shrinkage (SL)), and modified free swell index (MFSI) of the Ballarat Basaltic clay soils.
Solid relationships have been identified between the CEC esteems and those for ethylene glycol
monomethyl ether (EGME) take-up and methylene blue (MB) titration.
Basaltic roles durability is greatly a factor of clay minerals in its constituents.
With not much attention on size or shape of a basaltic rock, it is important to learn and
appreciate the durability of such rocks especially when used in pressure driven structures.
Debasement characteristics of a rock is caused by soil mineral particles forming its constituents
hence derived from the characteristics of the parent rock (Bowles, 2018). These characteristics
cannot easily be determined during extraction of these rocks from the parent material. To
identify the best alternative for building material such as use of basaltic soils, it is fundamental to
employ the new methods of soil testing which have been established to guide in such cases. This
paper manages events, neoformation and conduct of soil minerals which add to an early
acknowledgment of propensities of shake rot.

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