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

2016 ◽  
Vol 2 (11) ◽  
pp. 568-575 ◽  
Author(s):  
Emeka Segun Nnochiri ◽  
Olumide Moses Ogundipe
Keyword(s):  
Soil Sample ◽  
Unconfined Compressive Strength ◽  
Road Construction ◽  
Optimum Moisture Content ◽  
Geotechnical Properties ◽  
Lateritic Soil ◽  
Natural Soil ◽  
Dry Density ◽  
Engineering Property ◽  
Maximum Dry Density

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.

scholarly journals Influence of admixture of Bamboo leaf ash and lime on the Compaction characteristics of lateritic soil

2021 ◽  
Vol 6 (1) ◽  
Author(s):  
I. O Ameen
Keyword(s):  
Moisture Content ◽  
Soil Sample ◽  
Optimum Moisture Content ◽  
Lateritic Soil ◽  
Dry Density ◽  
Maximum Dry Density ◽  
British Standard ◽  
Bamboo Leaf Ash ◽  
The Impact ◽  
Sample Maximum

This study investigated the impact of compactive efforts on A-7-5 lateritic soil stabilized with Bamboo Leaf Ash (BLA) mixed with lime. Preliminary tests were conducted on the soil sample for identification and classification. Compaction tests (using British Standard Light (BSL), British Standard Heavy (BSH) and West Africa Standard (WAS) compactive efforts) were performed on the sample in both natural and stabilized states by incorporating 2, 4, 6 and 8% Bamboo Leaf Ash mixed together with 1, 2, and 3% lime by weight of soil sample. Maximum dry density (MDD) increased to 1766 kg/m3 at 3% lime and 6% BLA, 1818 kg/m3 at 3% lime and 8% BLA and 1866 kg/m3 at 3% lime and 2% BLA while the optimum moisture content decreased to 12.70% at 3% and lime 8% BLA, 11.40% at 2% lime 6% BLA and 11.12% at 3% lime and 2% BLA for BSL, WAS and BSH, respectively. Based on these findings, the addition of lime-BLA enhanced the soil and has a promising prospect for stabilization of lateritic soil.

scholarly journals Strength Improvement of Weak Subgrade Soil Using Cement and Lime

2019 ◽  
Vol 4 (1) ◽  
Author(s):  
Anigilaje B Salahudeen ◽  
Ja’afar A Sadeeq
Keyword(s):  
Compressive Strength ◽  
Moisture Content ◽  
Unconfined Compressive Strength ◽  
Optimum Moisture Content ◽  
Atterberg Limits ◽  
California Bearing Ratio ◽  
Natural Soil ◽  
Dry Density ◽  
Maximum Dry Density ◽  
Subgrade Soil

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

scholarly journals Stabilizing Lateritic Soil Using Terrasil Solution

2017 ◽  
Vol 12 (1) ◽  
pp. 19-28
Author(s):  
Olumuyiwa S. Aderinola ◽  
Emeka S. Nnochiri
Keyword(s):  
Compressive Strength ◽  
Soil Sample ◽  
Unconfined Compressive Strength ◽  
Soil Samples ◽  
The Other ◽  
California Bearing Ratio ◽  
Lateritic Soil ◽  
Natural Soil ◽  
Engineering Property ◽  
Poor Soil

Abstract This study assesses stabilizing lateritic soil using Terrasil solution. Preliminary tests were carried out on six natural soil samples from three borrow pit locations-two soil samples from a particular borrow pit location, for the purpose of identification and classification. Soil samples 1 and 2 from borrow pit 3 were found to be poor, hence, needed stabilization. While the other four samples from borrow pits 1 and 2 were found to be good enough. Engineering property tests such as California Bearing Ratio (CBR), Unconfined Compressive Strength (UCS) and Compaction tests were performed on both the natural soil samples and the stabilized lateritic soil samples which were stabilized by adding terrasil solution in percentages ranging from 0% to 16% at 2% interval. The results showed that the addition of terrasil solution enhanced the strength of the two soil samples from borrow pit 3. For soil sample 1, the unsoaked CBR values increased from 8.4% at 0% to optimum value of 30.3% at 12% terrasil solution, while for soil sample 2, the unsoaked CBR values increased from 6.2% to optimum value of 32.0% at 12% terrasil solution. It was therefore concluded that the terrasil solution serves as a cheap and effective stabilizing agent for poor soil.

Effect of Potassium Hydroxide on Geotechnical Properties of Biomass Fuel Ash Stabilized Lateritic Soil

2021 ◽  
Vol 107 ◽  
pp. 85-96
Author(s):  
Joseph A. Ige
Keyword(s):  
Moisture Content ◽  
Soil Sample ◽  
Potassium Hydroxide ◽  
Optimum Moisture Content ◽  
Biomass Fuel ◽  
Lateritic Soil ◽  
Dry Density ◽  
Plastic Limit ◽  
Maximum Dry Density ◽  
Fuel Ash

This study assessed the effect of potassium hydroxide on geotechnical properties of Biomass fuel ash stabilized lateritic soil. In-situ tests were conducted on the original soil sample for identification and classification purposes. The soil sample was classified as A-2-6. Thereafter, the soil sample was mixed with both Biomass fuel ash and Potassium hydroxide at percentages of 0, 5, 10, 15 and 0, 3, 6, 9 respectively. These were later subjected to various tests such as natural moisture content, specific gravity, sieve analysis, Atterberg limit and compaction .The result showed that the addition of Biomass fuel ash increases the Plastic limit but decreases the plasticity index of the lateritic soil. Similarly, the addition of potassium hydroxide increases the plastic limit while the plasticity index decreases.The addition of Biomass fuel ash increases the optimum moisture content while the maximum dry density decreases. Similarly, the addition of potassium hydroxide increases the optimum moisture content however the maximum dry density decreases. It could be concluded that both Biomass fuel ash and Potassium hydroxide perform satisfactorily as stabilizing agents for stabilizing lateritic soil especially for subgrade and sub base purposes in road construction

scholarly journals Effect of Cement Kiln Dust on the Geotechnical Properties of Clay in Ede, South-western, Nigeria

2018 ◽  
Vol 1 (March 2018) ◽  
Author(s):  
S.I Adedokun ◽  
J.R Oluremi ◽  
N.T Adekilekun ◽  
O.V Adeola
Keyword(s):  
Specific Gravity ◽  
Soil Sample ◽  
Geotechnical Properties ◽  
Cement Kiln Dust ◽  
Natural Soil ◽  
Cement Kiln ◽  
Dry Density ◽  
Sieve Analysis ◽  
Maximum Dry Density ◽  
Kiln Dust

This paper investigated the effect of cement kiln dust (CKD) on the geotechnical properties of clay. Soil sample was collected from clay deposit at Ede North Local Government Area, Osun State, which lies within the geographical coordinates of 7N and 4E, was treated with up to 10% CKD. Sieve analysis, specific gravity, consistency limits, compaction (British Standard Light, BSL and West African Standard, WAS) and California Bearing Ratio (CBR) tests were carried out on both treated and untreated soil samples. Results showed that Ede clay is an A-7- 6 soil. Specific gravity increased from 2.61 to 2.91 with increase in CKD from 0 to 10%, maximum dry density (MDD) of the natural soil sample increased from 1.72 and 1.76 g/m’ to 1.84 and 1.85 g/m’ at 8% CKD for BSL and WAS, respectively. The unsoaked CBR of the specimen increased from 17 to 35% for 0-10% addition of CKD, and a similar trend was observed for the 24 hours soaked CBR values. This study indicated that CKD, though regarded as waste material, can be used to improve the geotechnical properties of Ede clay.

scholarly journals Evaluation of Compacted Laterite Soil Admixed with Cement and Hair Fibres as Road Construction Material

2020 ◽  
Vol 8 (1) ◽  
Author(s):  
Johnson Rotimi OLUREMI ◽  
Solomon Idowu Adedokun ◽  
Paul Yohanna ◽  
David A. Fadiran ◽  
Idris O. Azeez
Keyword(s):  
Classification System ◽  
Construction Material ◽  
Statistical Significance ◽  
Road Construction ◽  
Soil Classification ◽  
Dry Weight ◽  
Geotechnical Properties ◽  
Lateritic Soil ◽  
Dry Density ◽  
Maximum Dry Density

A natural lateritic soil classified as A-5 (4) based on American Association of State Highway and Transportation Officials (AASHTO) soil classification system and ML-CL according to Unified Soil Classification System (USCS), was admixed with ordinary Portland cement and synthetic hair fibres (SHF) was evaluated as road construction material. Soil test specimens were made by admixing lateritic soil with up to 4% cement  in 1 % step concentration and up to 12% SHF in step concentration of 2 % by dry weight of the soil and were subjected to British Standard Light (BSL) or Standard Proctor method of compaction, unconfined compressive strength (UCS) and California bearing ratio (CBR) tests. Results indicated a decrease in the values of optimum moisture content (OMC) while no general trend was established for maximum dry density (MDD). The values of UCS and CBR increased as the content of both cement and SHF increased. Analysis of variance (ANOVA) of the results shows some level of statistical significance on some geotechnical properties considered. Regression analysis on the results using Minitab R15 software shows that MDD, OMC, cement and SHF significantly influenced the UCS and CBR values of the stabilized soil with correlation coefficient value (R2) of 82.9 and 83.3% respectively. Based on the results, an optimal blend of 3% cement 9% SHF significantly improved  the soil properties and is recommended  for improving the geotechnical properties of cement/synthetic hair fibre treated lateritic soil as road construction material.

scholarly journals Engineering behaviour of stabilized laterite and kaolin using lignin

2018 ◽  
Vol 250 ◽  
pp. 01008
Author(s):  
Tuan Noor Hasanah Tuan Ismail ◽  
Siti Aimi Nadia Mohd Yusoff ◽  
Ismail Bakar ◽  
Devapriya Chitral Wijeyesekera ◽  
Adnan Zainorabidin ◽  
...  
Keyword(s):  
Moisture Content ◽  
Unconfined Compressive Strength ◽  
Laboratory Tests ◽  
Dry Weight ◽  
Optimum Moisture Content ◽  
Soil Samples ◽  
Dry Density ◽  
Laterite Soil ◽  
Maximum Dry Density ◽  
Steady Rate

Soils at many sites do not always have enough strength to bear the structures constructed over them and some of the soil may need to be stabilized in order to improve their geotechnical properties. In this paper, routine laboratory tests were critically carried out to investigate the efficacy of lignin in improving the strength behaviour of the soils. Two different soil samples (laterite and kaolin) were studied and mixed with different proportions of lignin (2% and 5% of dry weight of soil), respectively. Unconfined Compressive Strength (UCS) characteristics evaluated in this study were done on samples at their maximum dry density and optimum moisture content (obtained from compaction tests). The UCS tests on all the specimens were carried out after 0, 7, 15, 21 and 30 days of controlled curing. The research results showed that the addition of lignin into kaolin reduced its maximum dry density while giving progressively higher optimum moisture content. Contrarily, with the laterite soil, both maximum dry density and optimum moisture content simultaneously increased when lignin was added into the soils. The UCS results showed that the the stabilized laterite with 2% lignin continued to gain strength significantly at a fairly steady rate after 7 days. Unfortunately, lignin did not show a significant effect in kaolin.

Strength Enhancement Potential of Spent Calcium Carbide on Fine Grained Lateritic Soil

2021 ◽  
Vol 47 (1) ◽  
pp. 156-163
Author(s):  
Oluremi Johnson Rotimi ◽  
Bamigboye Gideon Olukunle ◽  
Afolayan Olaniyi Diran ◽  
B. Iyanda Olayinka ◽  
A. Bello Usman
Keyword(s):  
Calcium Carbide ◽  
Dry Weight ◽  
Strength Properties ◽  
Geotechnical Properties ◽  
California Bearing Ratio ◽  
Lateritic Soil ◽  
Dry Density ◽  
Maximum Dry Density ◽  
British Standard ◽  
Pavement Construction

Effect of spent calcium carbide (SCC) on index and strength properties of lateritic soil at differ- ent compactive efforts was assessed in this study as potential means of improving the geotechnical properties of the subsoil as well as disposing of SCC as waste. SCC was admixed with the soil using 0 to 10 % by dry weight of soil at an incremental rate of 2%. The following tests were carried out on the samples: specific gravity, Atterberg limit, particle size distribution, compaction, and California bearing ratio (CBR). Compaction and California Bearing Ratio (CBR) tests were carried out using British Standard light (BSL), West African Standard (WAS), and British Standard heavy (BSH) on both the natural and stabilized soil samples. From the investigation, atterberg limits show a reduction in the plasticity index with increasing content of SCC. The maximum dry density of the soil decreased with increasing SCC content and increased with an increase in compactive energies (BSL<WAS<BSH), while and optimum moisture content (OMC) increased correspondingly. Also, soaked and unsoaked CBR values of the stabilized lateritic soil showed an increase in strength with higher compactive effort, and SCC content up to 4% SCC addition and after that decreased in value. Based on these results, spent calcium carbide improved the geotechnical properties of this lateritic soil, and 4% SCC is recommended for its stabilization as subgrade material for pavement construction, thereby serving as an effective method of disposing SCC towards promoting a green and sustainable environment.

The Geotechnical Properties of Lateritic Soil Treated with Crushed Glass Cullet

2013 ◽  
Vol 824 ◽  
pp. 21-28 ◽  
Author(s):  
Adrian O. Eberemu ◽  
Joseph E. Edeh ◽  
A.O. Gbolokun
Keyword(s):  
Retaining Wall ◽  
Geotechnical Properties ◽  
Lateritic Soil ◽  
Dry Density ◽  
Glass Cullet ◽  
Maximum Dry Density ◽  
Unconfined Compression Test ◽  
Angle Of Internal Friction ◽  
Density Relationship ◽  
Cullet Content

Lateritic soil treated with up to 20% glass cullet content was subjected to grain-size distribution, consistency tests, specific gravity tests, compaction using standard proctor, California Bearing Ratio (CBR), unconfined compression test, direct shear test and permeability tests. The study showed increase in grain sizes resulting in coarser soil, changes in moisture-density relationship, resulting in lower Optimum Moisture Content (OMC) and higher Maximum Dry Density (MDD), an increase in CBR, an increase in unconfined compressive strength (UCS); changes in cohesion-frictional angle relationship resulting in lower cohesion (c) and higher angle of internal friction (Φ) and an increase in co-efficient of permeability, k, with increased glass cullet treatment. These results show an improvement in geotechnical properties, making glass cullet-lateritic soil blend; a potentially good highway material and suggesting the suitability of the blend for embankments, structural and non-structural fill and retaining wall backfill.

scholarly journals Effects of corn cob ash on lime stabilized lateritic soil

2018 ◽  
Vol 13 (s1) ◽  
pp. 73-85 ◽  
Author(s):  
Emeka Segun Nnochiri
Keyword(s):  
Compressive Strength ◽  
Soil Sample ◽  
Unconfined Compressive Strength ◽  
Lateritic Soil ◽  
Natural Soil ◽  
Corn Cob ◽  
Lime Stabilization ◽  
Stabilized Soil

Abstract This study assesses the effects of Corn Cob Ash (CCA) on lime-stabilized lateritic soil. Preliminary tests were carried out on the natural soil sample for purpose of identification and classification. Lime being the main stabilizing material was thoroughly mixed with the soil sample to determine the optimum lime requirement of the sample as a basis for evaluating the effects of the CCA. The optimum lime requirement was 10%. The CCA was thereafter added to the lime stabilized soil in varying proportions of 2, 4, 6, 8 and 10%. Unsoaked CBR increased from 83% at 0% CCA to highest value of 94% at 4% CCA. Unconfined Compressive Strength (UCS) values increased from 1123kN/m2 at 0% CCA to highest value of 1180kN/m2 at 4% CCA. It was therefore concluded that CCA can serve as a good complement for lime stabilization in lateritic soil.

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