Stabilization of Highway Expansive Soils with High Loss on Ignition Content Kiln Dust

Salahudeen, AB; Akiije, I.

doi:10.4314/njt.v33i2.1

Cited by 10 publications

(12 citation statements)

References 2 publications

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“…The subsequent decrease in OMC with increase in BA content might be due to cation exchange reaction that caused the flocculation of clay fractions of the soil. [41]. The soil -BA mixtures right from 4 %BA content and above met the minimum CBR value of 30% specified by (BS 1990) for materials suitable for use as base course material when determined at MDD and OMC.…”

Section: Compaction Characteristics Compaction Characteristics Compacmentioning

confidence: 85%

Assessment of Bagasse Ash Effect on the California Bearing Ratio of Used Oil Contaminated Lateritic Soils

2015

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Thi Thi Thi This s s s study wa study wa study wa study was carried out to evaluate the effect of bagasse ash s carried out to evaluate the effect of bagasse ash s carried out to evaluate the effect of bagasse ash s carried out to evaluate the effect of bagasse ash on the California bearing ratio of lateritic soil. on the California bearing ratio of lateritic soil. on the California bearing ratio of lateritic soil. on the California bearing ratio of lateritic soil. Laboratory tests were performed on the natural and bagasse ash treated soil samples in accordance with BS 1377 Laboratory tests were performed on the natural and bagasse ash treated soil samples in accordance with BS 1377 Laboratory tests were performed on the natural and bagasse ash treated soil samples in accordance with BS 1377 Laboratory tests were performed on the natural and bagasse ash treated soil samples in accordance with BS 1377 (1990) and BS 1924 (1990) respectively. Treated specimens were prepared by mixing the soil wi (1990) and BS 1924 (1990) respectively. Treated specimens were prepared by mixing the soil wi (1990) and BS 1924 (1990) respectively. Treated specimens were prepared by mixing the soil wi (1990) and BS 1924 (1990) respectively. Treated specimens were prepared by mixing the soil with th th th bagasse ash in bagasse ash in bagasse ash in bagasse ash in steps of 0, 2, 4, 6 and 8 % by weight of dry soil steps of 0, 2, 4, 6 and 8 % by weight of dry soil steps of 0, 2, 4, 6 and 8 % by weight of dry soil steps of 0, 2, 4, 6 and 8 % by weight of dry soil and contaminating it with used oil in steps of 0, 2, 4, and 6 % by and contaminating it with used oil in steps of 0, 2, 4, and 6 % by and contaminating it with used oil in steps of 0, 2, 4, and 6 % by and contaminating it with used oil in steps of 0, 2, 4, and 6 % by weight of dry soil weight of dry soil weight of dry soil weight of dry soil. The preliminary. The preliminary. The preliminary. The preliminary laboratory laboratory laboratory laboratory investigation carried out on the natural lateritic soil shows that it investigation carried out on the natural lateritic soil shows that it investigation carried out on the natural lateritic soil shows that it investigation carried out on the natural lateritic soil shows that it fall fall fall falls under Silt s under Silt s under Silt s under Silt-Clay material of Group A Clay material of Group A Clay material of Group A Clay material of Group A-6 using AASHTO classification and inorganic clay material 6 using AASHTO classification and inorganic clay material 6 using AASHTO classification and inorganic clay material 6 using AASHTO classification and inorganic clay material of low to of low to of low to of low to medium plasticity medium plasticity medium plasticity medium plasticity CL according to Unified Soil Classification System (USCS). The specific gravity of the soil samples CL according to Unified Soil Classification System (USCS). The specific gravity of the soil samples CL according to Unified Soil Classification System (USCS...

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Section: Compaction Characteristics Compaction Characteristics Compacmentioning

confidence: 85%

Assessment of Bagasse Ash Effect on the California Bearing Ratio of Used Oil Contaminated Lateritic Soils

2015

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“…The relationship between dry density and moisture content for different percentage of admixture, BA and stabilizer, Kaolin on the soil sample at different moisture percentages are as shown in Figures 8,9. 10,11,12,13 and Table 4 Fig8. Compaction at 0% Kaolin and 0% Bone Ash From Table 4, it has been observed that the MDD increased considerably from 1.66mg/m3 at 0% BA to 2.30mg/m3 at 6% BA which is a good density and dropped to 1.98mg/m3 and 1.99mg/m3 at 8% and 10% BA respectively.…”

Section: % Of Kaoline 10% Of Bone Ashmentioning

confidence: 98%

Kaolin Stabilization of Olokoro Lateritic Soil Using Bone Ash as Admixture

2016

International Journal of Constructive Research in Civil Enginee

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This study focused on the stabilizing potential of kaolin using bone ash as an admixture on the stabilization of Olokoro lateritic soil. Kaoline which is a deposite by the river bank was sourced from Agbaghara in Imo State, Nigeria and the bones from an abattoir in afo-ogbe, Mbaise also in Imo State. The Kaoline was grinded into powder and the bones burnt in open air using animal fat as fuel. The residue was fed into furnace at about 1000˚C, allowed to cool, milled and sieved with sieve of aperture 75µm to obtain bone ash before use. The following engineering confirmatory tests were carried out on the samples: Chemical Composition of Bone Ash, Sieve Analysis, Attergberg Limit, Compaction Test, California Bearing Ratio (CBR), Specific Gravity and Undrained Triaxial Test. The kaolin was at a fixed proportion of 10% while the bone ash was added in the proportions of 2%, 4%, 6%, 8% and 10% for Attergberg Limit Test, Compaction Test, California Bearing Ratio (CBR) Test and Undrained Triaxial Test. The chemical composition test provided the chemical elements existing in the samples and shows that for bone ash it contains more calcium than can be accounted for on the basis of carbonate and phosphate. The soil sample was classified according to AASHTO soil classification system from the results obtained from Sieve Analysis and Alterberg Tests as A-7-5. The soil type is clayey soil with Plastic Limit of 26.9 and Liquid Limit of 60.0 and Plasticity Index of 33.1. Which is not good for construction purposes, hence the need for stabilization arises. From the compaction test carried out it was found that the addition of bone ash to the soil at different percentages reduced the optimum moisture (OMC) content and increased the maximum dry density (MDD). The CBR result showed that at 10% Kaolin content, addition of bone ash up to 8% increased the CBR and further increase to 10% Bone Ash decreased CBR. It improved from 29.7% at 0% of both Kaolin and Bone Ash to 80.3% a t 8% Bone Ash and 10% Kaolin. This value is acceptable for base course materials according to general specifications for road, foundation and bridges by Federal Ministry of Works, Lands and Transport. The Specific Gravity Test showed 2.63 which fell within given value for clay minerals. The Triaxial test shows that at the 8% BA and 10% Kaolin the cohesion improved

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“…In geotechnical engineering, soil improvement could either be by modification or stabilization, or both (Salahudeen and Akiije 2014). Stabilization is the process of blending and mixing materials with a soil to improve the soil's strength and durability (Butalia et al, 2003).…”

Section: Introductionmentioning

confidence: 99%

Strength Improvement of Weak Subgrade Soil Using Cement and Lime

Salahudeen¹,

Sadeeq²

2019

FUOYEJET

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The study investigate the suitability of subgrade soil in Baure Local Government Area of Kastina State Nigeria for road construction. The strength properties of the subgrade was improved using lime and cement. Several analysis including the particle size distribution, specific gravity, Atterberg limits, compaction characteristics, unconfined compressive strength and California bearing ratio tests were performed on natural and lime/cement treated soil samples in accordance with BS 1377 (1990) and BS 1924 (1990) respectively. Soil specimens were prepared by mixing the soil with lime and cement in steps of 0, 3, 6, and 9% by weight of dry soil in several percentage combinations. The Atterberg limits of the weak subgrade soils improved having a minimum plasticity index value of 5.70 % at 3%Lime/6%Cement contents. The maximum dry density (MDD) values obtained showed a significant improvement having a peak value of 1.66 kN/m3 at 9%Lime/9%Cement contents. Similarly, a minimum value of 18.50 % was observed for optimum moisture content at 9%Lime/9%Cement contents which is a desirable reduction from a value of 25.00 % for the natural soil. The unconfined compressive test value increased from 167.30 kN/m2 for the natural soil to 446.77 kN/m2 at 9%Lime/9%Cement contents 28 days curing period. Likewise, the soaked California bearing ratio values increased from 2.90 % for the natural soil to 83.90 % at 9%Lime/9%Cement contents. Generally, there were improvements in the engineering properties of the weak subgrade soil when treated with lime and cement. However, the peak UCS value of 446.77 kN/m2 fails to meet the recommended UCS value of 1710 KN/m2 specified by TRRL (1977) as a criterion for adequate stabilization using Ordinary Portland Cement. Keywords: Weak subgrade soil, Lime, Cement, Atterberg limits, Maximum dry density, Optimum moisture content, Unconfined compressive strength, California bearing ratio

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Stabilization of Highway Expansive Soils with High Loss on Ignition Content Kiln Dust

Cited by 10 publications

References 2 publications

Assessment of Bagasse Ash Effect on the California Bearing Ratio of Used Oil Contaminated Lateritic Soils

Assessment of Bagasse Ash Effect on the California Bearing Ratio of Used Oil Contaminated Lateritic Soils

Kaolin Stabilization of Olokoro Lateritic Soil Using Bone Ash as Admixture

Strength Improvement of Weak Subgrade Soil Using Cement and Lime

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