Effects of Periwinkle Shell Ash on Lime-Stabilized Lateritic Soil

This study assesses the effects of periwinkle shell ash (PSA) on lime-stabilized lateritic soil. Preliminary tests were carried out on the natural soil sample for the purposes of identification and classification. The soil sample was classified as A-7-5. Thereafter, the soil sample was mixed with lime at percentages of 2, 4, 6, 8 and 10. These were later subjected to atterberg limit tests to get the optimum amount of lime, which was 10% because the least value of plasticity index was recorded at this state. PSA was added to the lime-treated soil sample at varying proportions of 2, 4, 6, 8 and 10%. The mixes were subjected to compaction, California bearing ratio (CBR), atterberg limits and unconfined compressive strength (UCS) tests, in so doing, the values of the CBR and UCS increased considerably. It can be concluded that the PSA performs satisfactorily as a cheap complement for lime in soil stabilization.Keywords: atterberg limits, lateritic soil, lime stabilization, periwinkle shell ash, soil stabilizatio

Geotechnical Properties of Lateritic Soil Stabilized with Ground-Nut Husk Ash

This study assesses the geotechnical properties of lateritic soil stabilized with Ground-nut Husk Ash. Preliminary tests were carried out on the natural soil sample for identification and classification purposes, while consistency limits tests were thereafter carried out as well. Engineering property tests such as California Bearing Ratio (CBR), Unconfined Compressive Strength (UCS) and compaction tests were performed on both the natural soil sample and the stabilized lateritic soil, which was stabilized by adding Ground-nut Husk Ash, GHA, in percentages of 2, 4, 6, 8 and 10 by weight of the soil.  The results showed that the addition of GHA enhanced the strength of the soil sample. The Maximum Dry Density (MDD) reduced from 1960 kg/m3 to 1760 kg/m3 at 10% GHA by weight of soil. The Optimum Moisture Content (OMC) increased from 12.70% to 14.95%, also at 10% GHA by weight of soil. The unsoaked CBR values increased from 24.42% to 72.88% finally, the UCS values increased from 510.25 kN/m2 to 1186.46 kN/m2, for both CBR and UCS, the values were at 10% GHA by weight of soil. It was therefore concluded that GHA performs satisfactorily as a cheap stabilizing agent for stabilizing lateritic soil especially for subgrade and sub base purposes in road construction

Assessment Of The Effects Of Guinea Corn Husk Ash On Lime-Stabilized Lateritic Soil

This study assesses the effects of Guinea Corn Husk Ash (GCHA) on lime stabilized lateritic soil. Preliminary tests were carried out on natural soil sample, for the purposes of identification and classification. The soil sample was classified as A-7-5. Hydrated lime was added to the soil sample at varying proportions of 2, 4, 6, 8 and 10% by weight of soil, thereafter, each of the mixes was subjected to atterberg limits tests to get the optimal amount of lime required, which was 10% lime because it was at this amount of lime that the least value of plasticity index was obtained. The guinea corn husk ash was later added to the lime-treated lateritic soil at proportions of 2, 4, 6, 8 and 10%. Each of the mixes was subjected to compaction, California bearing ratio (CBR), atterberg limits and unconfined compressive strength (UCS) tests. Results from these tests showed improvement in soil properties, also, the values of the CBR and UCS increased considerably. It can be concluded that the GCHA performs satisfactorily as a cheap complement for lime in stabilizing lateritic soil.

Geotechnical and microstructural properties of cement-treated laterites stabilized with rice husk ash and bamboo leaf ash

This study investigated the geotechnical and microstructural properties of cement-treated laterites stabilized with rice husk ash and bamboo leaf ash. In going about the tests, the soil sample was subjected to compaction, California Bearing Ratio (CBR) and preliminary tests; such as specific gravity, particle size distribution and Atterbergs limits to determine its index properties. Thereafter, the soil sample was mixed with cement at varying proportions of 0–12% at 2% intervals and also, separately mixed with bamboo leaf ash (BLA) and rice husk ash (RHA) in proportions of 0–16% at 2% intervals. The mixes at each stage were subjected to compaction, Atterberg limits and CBR tests. The highest values were 66.7% and 54.8% for unsoaked and soaked CBR at 6% cement+8% BLA and 78.5% and 63.8% for unsoaked and soaked CBR at 8% cement+8% RHA. Samples at these optimal CBR values were subjected into Scanning Electron Microscopy (SEM) and X-Ray Diffraction (XRD) tests. Results showed that new compounds were formed and there were changes in the microstructural arrangements. It can therefore be concluded that pozzolanic and cement hydration reactions actually took place in the course of stabilization

Evaluation of the effects of waste glass in asphalt concrete using the Marshall test

The study investigates the use of waste glass as filler in asphalt concrete. Waste glass constitutes a significant proportion of the waste generated in both developed and developing countries. Successful utilization of the waste glass in asphalt will reduce the problem faced by environmental agencies at ensuring safe disposal of the non-biodegradable waste and may improve the asphalt properties. In the study, a waste glass in form of a filler was introduced into the asphalt mix at 8%, 10%, 12%, 14%, 16%, 18% and 20% of the total mix. The asphalt concrete samples with and without waste glass as filler were subjected to the Marshall test to determine the stability, flow, air voids, void in mix aggregate and void filled with bitumen. The Marshall test results show that stability increases when increasing glass filler up to 18%, although the values were lower than of the asphalt concrete without waste glass. This implies improved resistance to fatigue for higher waste glass content. Also, the flow increases with increasing glass filler, which implies the resistance to permanent deformation which did not improve. Generally, the introduction of waste glass in the asphalt concrete is environmentally friendly, and it will aid the sustainable management of waste glass

Geotechnical Properties of Lateritic Soil Stabilized with Periwinkle Shell Ash in Road Construction

This paper investigated the geotechnical properties of lateritic soil stabilized with periwinkle shell ash in road construction. The natural lateritic soil sample was gotten from Federal University of Technology, Akure and stabilized with 0, 2,4, 6, 8 and 10% of the periwinkle shell ash and were subjected to tests such as natural moisture content, specific gravity, atterberg's limit, compaction, california bearing ratio and unconfined compressive strength. The result of the classification tests shows that the natural lateritic soil is poor for road construction. The engineering value of the soil sample was enhanced by the addition of periwinkle shell ash. The optimum percentage by weight of soil of periwinkle shell ash for improvement of the strength of the lateritic soil is 6%. The periwinkle shell ash enhanced the suitability of the soil sample for its use as subgrade and subbase

The effects of potassium permanganate on the geotechnical properties of soils

In Nigeria, potassium permanganate (KMnO4) is used as a chemical oxidant in the removal of hydrocarbons from polluted soils and groundwater, but there is no information on the effects of KMnO4 on the geotechnical properties of the soil. In this study, KMnO4 was added separately to lateritic soil and kaolin at concentrations of 0 %, 2 %, 5% and 10 % by weight of dry soil. Each of the mixes was then subjected to grain size analysis, Atterberg limits, specific gravity, compaction, and California bearing ratio (CBR) tests. The results showed that an increase in KMnO4 from 0 % to 10 % generally decreased the values of maximum dry density (MDD), optimum moisture content (OMC) and both unsoaked and soaked CBR for both soils. In conclusion, the study shows that although KMnO4 is excellent for the remediation of contaminated sites, it reduces the geotechnical properties of soil and therefore should not be used alone (without the use of other additives) for soil stabilisation

Geotechnical Properties of Lateritic Soil Stabilized with Banana Leaves Ash

This paper investigated the geotechnical properties of lateritic soil with banana leaves ash. The natural soil sample was gotten from the Federal University of Technology, Akure (FUTA), Nigeria, and were subjected to preliminary soil tests such as natural moisture content, specific gravity and atterberg limit at its natural state. Engineering tests such as compaction, california bearing ratio and unconfined compressive strength tests  were also carried out on the lateritic soil at their natural states and at when the banana leaves ashes were added to the soil at varying proportions of 2, 4, 6, 8 and 10% by weight of soil. The result of the strength tests showed that the banana leaves ash enhanced the strength of the lateritic soil. The unsoaked CBR value of the soil at its natural state was 10.42 % and it got to optimum value of  28.10% by addition of 4% banana leaves ash by weight of soil. The unconfined compressive strength improved from 209.18 kN/m2  at natural state to 233.77 kN/m 2  at 4% banana leaves ashes. It was therefore concluded that the banana leaves ash satisfactorily act as cheap stabilizing agents for subgrade purposes

Experimental and Quantum Chemical Studies on the Corrosion Inhibition Potentials of Xylopia aethiopica extracts

Root and root bark extracts of Xylopia aethiopica (XE) have been evaluated as corrosion inhibitors for mild steel in aerated 0.1 M HCl and H2SO4 solutions by gravimetric method. The inhibition efficiency increases with increase in inhibitor concentrations. Adsorption mechanisms for the adsorptions of XE extracts’ molecules were predicted using the following adsorption isotherms (Langmuir, Freundlich, Temkin and El-Awady) by linear regression. With the aid of Chi-square (X2) statistic, the best fitted adsorption isotherms were selected. Physisorption mechanisms have been proposed for the extracts in the studied acidic media.  Quantum chemical calculations gave some electronic properties of the molecules of XE extracts so as to ascertain any correlation(s) between the corrosion inhibition and molecular structures. Keywords: Quantum Chemical calculation, Xylopia aethiopica, corrosion inhibitio

GEOTECHNICAL PROPERTIES OF LATERITIC SOIL STABILIZED WITH THE ASHES OF OIL PALM FRONDS

This study assesses the geotechnical properties of lateritic soil stabilized with the ashes of oil palm fronds. These properties are then compared with those of the same soil stabilized with cement to determine how well the ashes perform since cement is considered to be the best stabilizer. Laboratory tests such as specific gravity, moisture content, Atterberg limits, particle size distribution, compaction, unconfined compressive strength (UCS) and California bearing ratio (CBR) tests were first carried out to determine the basic properties of the lateritic soil (without the stabilizers). Based on the results of these tests, the soil was classified according to AASHTO soil classification system as an A-7-5 soil which is a poor soil. Hence, the need for stabilization. Thereafter, strength tests such as California bearing ratio (CBR), unconfined compressive strength (UCS) and compaction tests were performed on the soil to which the ashes and cement were added in percentages of 2, 4, 6, 8 and 10 by weight of the lateritic soil. The compaction test showed that the highest maximum dry densities (MDD) were recorded in the case of the oil palm frond ash (OPFA) and cement at 4% (MDD = 2.02kg/m3) and 6% (MDD = 2.40kg/m3) respectively. The highest CBR values obtained were 32.6% and 87.32% at 4% OPFA content and 6% cement content respectively.The unconfined compressive strengths (UCS) of the soil were highest at 4% OPFA content (234.86kN/m2) and 6% cement content (588.32kN/m2). The chemical tests performed on the OPFA and the cement showed that the highest oxide component were SiO2 (33.67%) and CaO (60.83%) respectively