sources. Waste handling is an important area where marine clay has useful application. The effect of mixing granite tile with the marine clay in improving the index properties was studied in laboratory using the marine clay sample from one of the dumping sites in Johor, Malaysia along with the discarded granite tiles which is mixed in dust form. It was reported that the granite tile addition was effective in increasing the plasticity. The other advantage is the use of granite material that is discarded and dumped as waste (Zainuddin et al., 2019) .

The strength assessment of soft clay in Bangkok, Thailand using an admixture of fly ash and biomass ash blended with cement has been studied from the soil collected at depth of about 3 m. It was reported that fly ash and bio mass ash proved as waste dispersing materials when cement is used for stabilisation. (Horpibuluk et al., 2011) . Marine clay is also used to handle industrial sludge and convert it in to useful products such as light weight aggregate. Marine clay when mixed with industrial sludge obtained from copper slag recycling process is reported to produce light weight aggregates. The industrial sludge from copper slag recycling process was mixed with marine clay and is subjected to thermal processing fired at a temperature of 1200˚C for producing light weight aggregate (Show et al., 2005) .

Heavy metal retention capability of marine clay often used to contain pollution from land fill lecheate and in waste handling facilities. The marine clay sample obtained from Cochin greater area, India, is tested for assessing the heavy metal retention capacity. The samples collected are tested for its properties. The physical parameters, Atterberg limits, cation exchange capacity, PH, grain size analysis are carried out and are included in Table 1. These factors are essential to know the retention capacity of heavy metals part from temperature and reaction time. The atomic absorption principle is used to detect the concentration of heavy metal. It is reported from the study that the marine clay effectively retains heavy metals like lead, zinc, cadmium and copper in the decreasing order of proportion of heavy metals retained (Solly et al., 2014) .

Studies on characteristics and strength improvement methods of Marine Clay

Many land reclamation carried out in many parts of the world and occurrences of soft clay particularly along the coast needed a detailed study of the characteristics of soil and strength behaviour. The addition of materials like

Table 1. Properties of marine clay.

Symbols used: Wl: Liquid limit, Wp: Plastic limit, Ip: Plasticity Index, Ws: Shrinkage limit; DFS: Differential Free Swell, OMC: Optimum Moisture Content; MDD: Maximum Dry Density; C: Cohesion; ORMC: Organic Matter Content; CeC: Cation Exchange Capacity; CC: Calcium Carbonate.

cement and clay has been generally adopted for improvement of characteristics of marine clay. Several admixtures are being tested for optimising the quantity of admixture. Both in situ studies and laboratory studies are carried out in many places to meet site specific requirements of strength, shear capacity, yielding of admixed marine clay.

The studies conducted all over the world address both investigation and assessment of behaviour of marine clay. The basic premise for strength improvement strategies are based first on the characteristics of marine clay and the target strength.

The influence of depositional and post depositional environment of clay was used by analysing the results of 203 pair of tests conducted on clay samples in 14 countries to assess the anisotropic strength ratio vs. plasticity index taking into consideration the depositional environments (won, 2013) . Site specific variation in the properties and the purpose for which investigation and analysis lead to the choice of strength improvement methods.

Extensive characterization of marine clay has been carried out to assess the most influential parameter in consolidation of marine clay during the investigation of soil for the construction works involved in the Singapore for airport expansion. The clay formation is distinct in their characteristics between lower marine clay and upper marine clay formations in Singapore. Laboratory test were carried out to determine the physical properties and consolidation behaviour. Vertical hydraulic conductivity was determined by odometer consolidation tests. Horizontal hydraulic conductivity was established by carrying out Rowe cell tests. In situ test using piezocone, dilatometer, self boring pressure meter were reported to have been used for assessing the horizontal hydraulic conductivity. The influence of horizontal hydraulic conductivity and vertical hydraulic conductivity has been reported on consolidation with time (Arulrajah & Bo 2008) .

The marine clay in ulupandhan, Singapore was tested for the possible use of marine clay as a substitute for cement by investigating the pozzolanic reactivity. Finely ground quartz was used as filler material for the purpose of comparing with calcined clay (Du, & Pang 2018) .

In situ deep mixing is one of the technique for increasing the bearing capacity and reducing the settlement. An attempt has been made by conducting experimental investigation of soil of samples collected at a depth of 2 m below the ground taken from fukodomi town, saga Japan to derive a clay-water/cement ratio for admixed soft clay to fix the cement admixture quantity for achieving target strength in deep mixing. The study conducted involves determination of basic parameters such as Atterberg limits, specific gravity, pH value of pore fluid and concentration of sodium chloride. These are presented in Table 1. Clay -water/cement ratio of 7.5, 10 and 15 was obtained by through mixing to ensure uniform dispersion of admixing agent. Unconfined compression tests, consolidated drained, and consolidated un drained triaxial compression tests were out to determine the consolidation characteristics. It is reported that so long as the clay-water/cement ratio identity for cement admixed clays is maintained the strength and deformation characteristics would be identical (Horpibuluk et al., 2005) .

The estimation of tensile strength of soils is required to assess the stability of slopes, earth filled dams, embankments and airfields. White clay, bentonite, marine clay have been taken up for the determination of properties of soils such as Atterberg limits, specific gravity and cation ion exchange capacity and an attempt has been made to establish an empirical formula for tensile strength by correlating the water content and the properties of soils. In the experimental investigation white clay, bentonite, marine clay and three locally available soil in Mumbai, India, is reported to have been used and physical parameters such as specific gravity, particle size distribution, Atterberg limits and plasticity index were obtained. The penetration resistance on the soil samples was studied with percentage of moisture content at 10, 20, 30, 40, 50, 60 and 70 for prediction of tensile strength (Ravi Tej & Singh 2013) .

The basic parameters of Leda clay particularly Atterberg limits, plasticity index, and clay fraction, optimum water content and optimum dry density are studied in addition to salinity for assessing the shear behaviour of marine clay with concrete interface. In their experimental study, undisturbed samples were collected from Ottawa from depth that ranged between 8 - 12 m was used. The physical parameters, Atterberg limits, clay fraction, natural void ratio, sodium ion concentration, were determined. The liquid limit and plasticity index for salt contents at 4%, 10% and 20% were determined. It has been reported that the shear resistance increase with increase in dry density and salinity of Leda clay. The increase in the roughness of interface of concrete surface also reported to increased shear resistance (Taha & Fall 2013) .

The impact of vacuum preloading on the consolidation behaviour of Cochin marine clay was studied and it was reported that there is a substantial increase of 60% in the coefficient of consolidation with vacuum preloading while the time for 90% consolidation is reduced by 70% (Kirshnapriya et al., 2016) .

Strength development of soft clay taken from a depth of 4m in the Port Melbourne region, was studied by using fly ash and granulated blast furnace slag with varying proportion of admixtures. The unconfined shear strength was reported to increase significantly when the clay geo polymer proportion is increased to 20 and beyond up to 30% and is attributed to increase in the silicon and calcium in the medium (Yaghoubi et al., 2019) .

The behaviour of admixed marine clay needs to be evaluated for its reliability and performance. The behaviour of fly ash cemented marine clay was often carried out under unconfined conditions while in reality the confinement pressure will exist. Sample collected from Singapore’s south beach was tested using fly ash cement admixtures subjecting it to consolidated drained triaxial tests. It was reported that irrespective of the confining pressure the pore water pressure was stable when the axial strain was more than 10% (Cheng et al., 2018) .

Cement admixed clay is often used for improving the strength. while the mechanical behaviour were closely studied, the mineralogical correlation and the observed behaviour is studied in detail by using four different clays EPK kaolin, Speswhite kaolin, Nanticoke clay and Ottawa clay. The prepared clay was pulverised and mixed in to paste. Cement is mixed and samples were prepared having different moisture content, and cement content. These are then used for performing laboratory vane shear test. Several test results available on literature were also used for correlation. Two important findings reported are increase in strength beyond a curing time of three years and gain in strength being a function of activity number of soil as well as water content to cement content ratio (Sasanian & Newson 2014) .

The Marine clays are found in the states of West Bengal, Orissa, Andrapradesh, Tamilnadu, Kerala, Karnataka, Maharashtra and some parts of Gujarat India (Koteswararao et al., 2012) . The parameters analysed from the marine clay samples at different locations predominantly along the Indian coast are primarily for adopting a most suited method for specific purposes and are confined to a specific location such as port development. The various parameters studied are brought out in Table 1. The study of soil characteristics is carried out primarily for determining the strength and consolidation parameters. Marine clay deposits studied for the determination of the geotechnical properties used the soil collected from Kakinada India by Kakinada sea ports limited at depth varying from 0.4 m to 1.0 m is used for determining the geotechnical properties and the strength improvement using a combination of soil and fly ash at different proportion to determine the optimum level (Koteswararao et al., 2011) . The study was carried out by adopting a combination of soil and fly ash at a proportion of 85:15, 82:18, 80:20, 78:18, and 75:25. Significant improvement in dry density was reported up to 20% addition of fly ash and it declined with further increase in the proportion of fly ash. The effect of addition of lime keeping the proportion of fly ash at 20% was tested varying the lime content from 5% to 7% keeping the incremental increase at 0.5%. It was reported that soaked CBR and MDD values increased up to 6.5% lime addition, and it showed reduced beyond this percentage. The physical, chemical and mineralogical properties of marine clay collected from Visakhapatnam, India was used for establishing the strength and stiffness of soil-water matrix properties besides the properties under cyclic stress reversal (S bassack et al., 2009). The samples collected are from depth varying from 10 - 12 m about 10m off the shoreline is reported to have been used. The samples had 14% sand, 27% silt and 59% clay by weight and exhibited a specific gravity of 2.62. The remoulded sample tested with varying moisture content indicated an optimum moisture content of 32% with a maximum dry density of 14.3%.The chemical and physical properties of marine clay are tabulated in Table 1.

The cement stabilisation is one of the most widely used methods for improving the strength of soft clays. Normally the behaviour is investigated in the laboratory study with a curing time of 7 days. The experimental investigation of Singapore upper marine clay and ordinary portland cement were used to prepare specimen. The specimens were cured up to 90 days and some were considered for curing time up to six months. Tri axial test were conducted on the samples. It is reported that the effect of curing time will diminish with consolidation stress higher than isotropic compression primary yield stress. However the damping effect would depend on the cement content (Xiao & Lee 2008) .

The X-Ray diffraction test was adopted for determining the mineralogical combination (Basack & Purkayastha 2009; Jose et al., 1988) . Study of physical and engineering properties of marine clay at Cochin, indicate that marine occur at different depths in greater cochin area drastically depending on the location. The samples collected in four locations around cochin are met with at different depth varying from 1 - 2 m to about 15 m. The presence of decayed wood and charcoal at different depths is attributed to the fact that the cochin coastal belt is located in the uplifted area due to volcanic action (Jose et al., 1988) .

Undisturbed samples are collected at depths of about 1m from the depth of occurrence at any location. The natural moisture content is very high and is close to liquid limit and range from 76% to 128%. X-ray diffraction analysis on soil samples indicated presence of felspar, mica, quartz, calcite and hematite. marine clay sample collected from Kakinada sea port limited from a depth of 0.3 m is used for characterising the properties of marine clay and strength improvement parameters by using different mixes of samples like marine clay, marine clay and fly ash, marine clay, fly ash and lime. The relationship between moisture content and dry density was studied in laboratory for various percentage of fly ash mixed with marine clay from 15% to 30% with an increment of 5%.similar study was made by mixing lime at 4%, 5%, 7%, 8%, 9% and 10%. These are use to find out consolidation behaviour study was reported to reveal that the coefficient of consolidation, consolidation index and rate of consolidation improved with addition of marine clay with fly ash, cacl2, lime and fly ash. The optimum levels of mixing the variation of coefficient of consolidation, consolidation index and rate of consolidation in days is enumerated (Sarada & Venkata Muthyalu, 2015) .

It has been reported that Marine clay found in coastal areas of Kerala exhibits high natural water content high levels of liquid limit and plastic limits with low compressibility and low shear strength. Study on the clays collected from Quilandy, Calicut was tested for its behaviour with lime stabilization (Joseph et al., 2013) . The study was primarily focussed on using the dredged soft soil for filling purposes to the dredged soil additives such as lime was added to improve strength. The results of lime addition at different proportion from 0.2% to 0.8% with an incremental increase of 0.2 vs. the effect of geo textiles on the unconfined compressive strength (UCC) studies indicated substantial increase in UCC up to optimum level of around 0.4% and decrease thereafter. This percentage is remained almost constant and exhibited independent of the number of layer of geo textiles. However for the same lime content the addition geo textile increased the UCC substantially. The models studies were also done to integrate the geo textiles at different depths. The studies indicate that dredged soft marine clay can be used with the addition of lime and by placing geo textiles since considerable increase in the UCC is reported.

Study conducted on the natural soil collected from Velachery, Chennai, from a depth of 0.5 to 1.5 m from ground level was used to study the effect of consolidation stress on strength of lime stabilised soil It has been reported that The variation of UCC strength with variation in percentage of lime from 3% to 9%, incremental increase being 2% and curing period 7, 14 and 28 days indicate an increase in UCC with increase in both the parameters (Saranya & Muttharam 2013) .

The behaviour of cement stabilised marine clay cured under stress was studied from samples collected from Ennore, Chennai was used for studying the curing stress both under drained and un drained conditions. The study was carried out at varying curing stress from 0 (atmospheric curing) 0, 100 and 200 kpa representing samples at depth 0 m, 5 m, 10 m and 20 m respectively. The influence of curing time of 1, 3, 7, 14, 28, 60, 90 and 365 days were studied and reported with samples containing 10%, 15% and 20%. The behaviour of lime stabilized marine clay showed an increase with the increase in the percentage of lime added. This increase is also seen when the curing time is increased (Robinson 2010) .

Laboratory studies was made on the lime and saw dust treated marine clay for sub grade flexible pavement under cyclic pressure on samples collected from Kakinada port at depth of 0.5 m and the behaviour under various proportion of mixing of soil and sawdust (Koteswararao et al., 2012) .

The effect of polyester fibres on strength properties of clayey soil of high plasticity using the soil collected from Bhal Chandra industry, dabhoi, Baroda was reported to increase the soaked CBR value with addition of polyester fibres (Kalpanamaheswari et al., 2013).

Marine clay and marine sand found in Indian offshore were taken to study the behaviour of marine sand-clay mixture under static and cyclic tri axial shear and the behaviour is reported (Prakasha & Chandrasekaran 2005) . From their detailed study, it was also conclusively established that the behaviour pattern could not be defined completely either with the void ratio of the granular void ration. A new parameter, effective void ratio was coined to define the behaviour of marine clay-sand mixtures by considering the ratio of volume of voids to volume of effective fraction.

An attempt has been made to develop an empirical equation based on the soil collected from Visakhapatnam marine clay sediments from various locations of industrial establishments to derive the compressibility of marine clays by studying the initial void ratio, shrinkage index, minus 425 µ fraction and compression index (Satyanarayana 2010) .

It has been reported that in western parts of India, large storage tanks are used for storing oil and are constructed on marine clay environment. These tanks are subjected to heavy wind and current load. Analysis have been carried out to study the settlement of pile group by taking into account tank empty condition and tank full condition. The concrete oil storage tanks of diameter 100 m and height 40 m supported by pile group is considered. The unit weight, moisture content and shear strength is considered as the analysis. It was reported that the Equivalent pier method when compared with interaction factor method gave more suitable analysis for ensuring safety of tank (Ravishankar & Satyam 2015) .

2. Concluding Remarks

The studies reported indicate that the untreated marine clay shows a decrease in the values of liquid limit and plasticity limit up to optimum value of admixture, beyond which these values decrease. It is further reported that the CBR value of untreated marine clay increases with increase in the percentage of mixing of fly ash at an optimum of 20%. This value is reported to have increased by 87% with addition of lime at 6.5% optimum content.

With the increase in water content from 40% to 62%, the unit cohesion sharply dropped from 30 kpa to 10 kpa. The cyclic strain controlled tests on remoulded samples indicated a linear degradation index with number of cycles on log-log scale.

When marine clay was mixed with additives such as fly ash and lime, the consolidation parameters such as coefficient of consolidation, increase with the addition of additives. The percentages of Additives depend on the basic characteristics of marine clay. When lime and use of two layers of geo textiles were used on dredged soft marine clay, the shear strength was enhanced substantially for effective use in land reclamation projects.

The marine clay when mixed with cement, light weight aggregate from industrial slag can be used to reclaim the land and can be adequately strengthened to take up heavy duty applications. The use of marine clay as an effective heavy metal absorbent is also feasible where ever required as a pollution control strategy.

Marine clay has been extensively studied for assessing its properties, behavior when admixed with materials like lime, cement, coir, husk, granite tile, industrial waste slag, shredded rubber and chemical additives. The suitability of marine clay for production of light weight aggregates, its heavy metal retention capacity and low permeability, increased strength with the addition of lime/cement makes it a valuable land fill material for land reclamation. Other materials impart desirable strength. However, long term effect on the behavior could be taken up for further studies and references.

Cite this paper
Saisubramanian, R. , Murugaiyan, V. and Sundararajan, T. (2019) Studies on Characteristics, Applications and Strength Improvement of Marine Clay: A Review. Journal of Geoscience and Environment Protection, 7, 93-106. doi: 10.4236/gep.2019.71008.

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