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Obakin, Olufunmilola Adetayo, and Oluranti Mobolaji Oladunmoye. "Enhancing Cement Stabilization for Lateritic Soil in the Takie Area of Ogbomoso." Advances in Multidisciplinary & Scientific Research Journal Publication 8, no. 1 (2022): 82–91. http://dx.doi.org/10.22624/aims/v8n1p8.
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The study investigates "Optimizing Cement Stabilization for Lateritic Soil in the Takie Area of Ogbomoso" and presents a comprehensive analysis of geotechnical properties. The research encompassed particle size determination and Atterberg limits testing to classify the samples, primarily composed of lateritic soil. The results detailed the particle size distribution and indicated the soil’s composition, predominantly sand with gravel and unaccounted finer silt content. The Atterberg limits testing revealed variations in plastic and liquid limits across different cement percentages. Additionally, dynamic and static compaction tests were performed, indicating Optimum Moisture Content (OMC) and Maximum Dry Density (MDD). The static compaction involved replacing proportions of bulk sand with cement for each percentage addition. The study achieved its objective of understanding soil properties for stabilization purposes, offering insights into the impact of varying cement content on soil characteristics and compaction. The abstract emphasizes the comprehensive investigation into lateritic soil properties and the influence of cement stabilization, vital for engineering applications in the Takie area of Ogbomoso. Keywords: Lateritic Soil, Cement Stabilization, Geotechnical Properties, Atterberg Limits, Compaction Testing Aims Research Journal Reference Format: Obakin, O.A. & Oladunmoye, O.M. (2022): Enhancing Cement Stabilization for Lateritic Soil in the Takie Area of Ogbomoso. Advances in Multidisciplinary and Scientific Research Journal Vol. 8. No. 1. Pp 82-91. dx.doi.org/10.22624/AIMS/V8N1P8
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Olufunmilola Adetayo, Obakin, and Oladunmoye Oluranti Mobolaji. "Enhancing Cement Stabilization for Lateritic Soil in the Takie Area of Ogbomoso." Advances in Multidisciplinary & Scientific Research Journal Publication 7, no. 2 (2021): 82–91. http://dx.doi.org/10.22624/aims/bhi/v872p6.
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The study investigates "Optimizing Cement Stabilization for Lateritic Soil in the Takie Area of Ogbomoso" and presents a comprehensive analysis of geotechnical properties. The research encompassed particle size determination and Atterberg limits testing to classify the samples, primarily composed of lateritic soil. The results detailed the particle size distribution and indicated the soil’s composition, predominantly sand with gravel and unaccounted finer silt content. The Atterberg limits testing revealed variations in plastic and liquid limits across different cement percentages. Additionally, dynamic and static compaction tests were performed, indicating Optimum Moisture Content (OMC) and Maximum Dry Density (MDD). The static compaction involved replacing proportions of bulk sand with cement for each percentage addition. The study achieved its objective of understanding soil properties for stabilization purposes, offering insights into the impact of varying cement content on soil characteristics and compaction. The abstract emphasizes the comprehensive investigation into lateritic soil properties and the influence of cement stabilization, vital for engineering applications in the Takie area of Ogbomoso. Keywords: Lateritic Soil, Cement Stabilization, Geotechnical Properties, Atterberg Limits, Compaction Testing Aims Research Journal Reference Format: Obakin, O.A. & Oladunmoye, O.M. (2022): Enhancing Cement Stabilization for Lateritic Soil in the Takie Area of Ogbomoso. Advances in Multidisciplinary and Scientific Research Journal Vol. 8. No. 1. Pp 82-91. www.isteams.net/aimsjournal. dx.doi.org/10.22624/AIMS/V8N1P8 1. INTRODUCTION The successful stabilization of lateritic soil stands as a pivotal challenge in numerous construction and engineering projects, particularly in regions like the Takie area of Ogbomoso. T
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Obakin, Olufunmilola Adetayo, and Oluranti Mobolaji Oladunmoye. "Enhancing Cement Stabilization for Lateritic Soil in the Takie Area of Ogbomoso." Advances in Multidisciplinary and scientific Research Journal Publication 8, no. 4 (2022): 1–10. http://dx.doi.org/10.22624/aims/v8n4p1.
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The study investigates "Optimizing Cement Stabilization for Lateritic Soil in the Takie Area of Ogbomoso" and presents a comprehensive analysis of geotechnical properties. The research encompassed particle size determination and Atterberg limits testing to classify the samples, primarily composed of lateritic soil. The results detailed the particle size distribution and indicated the soil’s composition, predominantly sand with gravel and unaccounted finer silt content. The Atterberg limits testing revealed variations in plastic and liquid limits across different cement percentages. Additionally, dynamic and static compaction tests were performed, indicating Optimum Moisture Content (OMC) and Maximum Dry Density (MDD). The static compaction involved replacing proportions of bulk sand with cement for each percentage addition. The study achieved its objective of understanding soil properties for stabilization purposes, offering insights into the impact of varying cement content on soil characteristics and compaction. The abstract emphasizes the comprehensive investigation into lateritic soil properties and the influence of cement stabilization, vital for engineering applications in the Takie area of Ogbomoso. Keywords: Lateritic Soil, Cement Stabilization, Geotechnical Properties, Atterberg Limits, Compaction Testing Aims Research Journal Reference Format: Obakin, O.A. & Oladunmoye, O.M. (2022): Enhancing Cement Stabilization for Lateritic Soil in the Takie Area of Ogbomoso. Advances in Multidisciplinary and Scientific Research Journal Vol. 8. No. 4. Pp 1-10. www.isteams.net/aimsjournal. dx.doi.org/10.22624/AIMS/V8N4P1
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Almeida, Bárbara Drumond, Lisley Madeira Coelho, Antônio Carlos Rodrigues Guimarães, and Sergio Neves Monteiro. "Effect of Sand Addition on Laterite Soil Stabilization." Materials 17, no. 24 (2024): 6033. https://doi.org/10.3390/ma17246033.
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Lateritic soils, particularly abundant in tropical regions, have been successfully used in the construction of unbound layers of flexible pavements in Brazil since the 1970s. Despite their potential, these soils are often discarded or only recommended after stabilization processes, based on traditional parameters such as gradation requirements and Atterberg limits. This study investigates the mechanical characteristics of a lateritic soil from Roraima, focusing on its resilient modulus and permanent deformation properties, assessed through repeated load triaxial tests. Specifically, this research examines the effect of adding 20% sand on the mechanical behavior of the material. The results indicate that sand addition did not significantly improve the mechanical performance. The laterite–sand mixture exhibited an average resilient modulus (RM) of 744 MPa, lower than the 790 MPa of pure lateritic soil, suggesting that pure laterite remains suitable for pavement applications. Furthermore, the permanent deformation analysis revealed that the mixture with sand experienced nearly twice the plastic strain compared to pure laterite, which demonstrated superior accommodation under repeated loading. In the shakedown analysis, pure laterite exhibited a more stable performance, indicating greater durability in pavement applications. These findings highlight the importance of understanding the mechanical behavior of lateritic soils beyond conventional testing methods, emphasizing the potential of pure laterite as a viable alternative to enhance the strength and durability of pavement structures.
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Adunoye, G. O., A. A. Ojo, A. F. Alasia, and M. O. Olarewaju. "A study on the correlation potential of compaction characteristics and atterberg limits of selected lateritic soils." International Journal of Physical Research 8, no. 1 (2020): 22. http://dx.doi.org/10.14419/ijpr.v8i1.30689.
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The importance of soil compaction for civil engineering construction and application cannot be over-emphasised. To perform soil compaction, numerous number of samples are required, with considerable time and laborious laboratory activities. This has necessitated the need to find models for the prediction of compaction characteristics, using easily determined soil properties. This work therefore undertook a study of the correlation potential of compaction characteristics and Atterberg limits of soils, with a view to modelling compaction characteristics, using Atterberg limits. To achieve this aim, soil samples were obtained from selected locations within Obafemi Awolowo University campus, Ile-Ife, Nigeria. Preliminary, Atterberg limits and compaction tests were conducted on the soil samples, using standard procedure. Using Microsoft Excel and Xuru’s Regression tool, the laboratory test results were used to develop relationships between compaction characteristics (optimum moisture content and maximum dry density) and Atterberg limits (liquid limit and plastic limit). Results showed that the natural moisture content of soil samples ranged between 4.97 % and 19.72 %; liquid limit ranged between 27 % and 68 %; plastic limit ranged between 18.92 % and 63.01 %; and plasticity index ranged between 0.94 % and 14.63 %. The optimum moisture content ranged between 6.7 % and 27 %, while the maximum dry density ranged between 1560 kN/m3 and 2260 kN/m3. The results of regression analysis showed that the combination of liquid limit and plastic limit has a strong correlation with optimum moisture content (R2 = 0.870); while the combination (of liquid limit and plastic limit) showed a weak correlation with maximum dry density (R2 = 0.150). The study concluded that liquid limit and plastic limit could be used to estimate the optimum moisture content of the soils, by applying the developed relationship/equation.
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Etuke, J.O. Atikpo E. and Edogun B.O. "The Impact of Pulverized Cow Bone on the Atterberg Limits of Lateritic Soil from Uwheru Town, Delta State, Nigeria." NIPES Journal of Science and Technology Research 5, no. 2 (2023): 141–48. https://doi.org/10.5281/zenodo.8014273.
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<em>This study investigated the effect of pulverized cow bone (PCB) on the Atterberg limits of lateritic soil samples in Southern Nigeria. The liquid limit (LL), plastic limit (PL), and plasticity index (PI) of natural soil and soil mixed with different proportions of PCB were determined in the laboratory. The results showed that the liquid limit of the soil decreased with increasing PCB content, while the plastic limit increased, except for the sample mixed with 6% PCB, which had a lower plastic limit than the sample mixed with 4% PCB. The plasticity index of the soil also reduced with increasing PCB content. All the soil samples, both natural and stabilized, met the recommended maximum liquid limit for sub-base and base materials. The findings suggest that the addition of PCB may improve the soil's shear strength and reduce its susceptibility to plastic deformation. These results can be useful in the design and construction of roads and other civil engineering structures using lateritic soils in Southern Nigeria.</em>
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Babacar, LY, BA Makhaly, and Dione Adama. "Studies of the mechanical performance of SH85 and cement-stabilized lateritic aggregates soil." Journal of Scientific and Engineering Research 10, no. 6 (2023): 116–22. https://doi.org/10.5281/zenodo.10462880.
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<strong>Abstract </strong>The objective of this research is to improve the mechanical characteristics of lateritic soils with calcium silicate (CaSiO3) with the trade name SH-85 as a chemical additive and Portland cement. Laboratory tests have been conducted on natural lateritic gravels (particle size analysis, Atterberg limits, Modified Proctor test and CBR test), but also on SH-85 stabilized lateritic aggregates. Investigations conducted at the University of Oregon to evaluate the elemental composition of the SH85 stabilizer have confirmed the use of calcium Silicate (CaSiO3), which formula was precisely studied by (Ndiaye et al, 2022). As a chemical additive the percentage of the binder was fixed at 4%. The results of the tests conducted in Senegal showed that CBR increases by 192% for SH85 enhanced laterite compared to 183% for cement. The compression strength (UCS) gives a value of 2.29 MPa for SH85 treated samples against 2.01 MPa for Portland cement ones. The tensile strength (TS) is 0.29 MPa for SH85 treated samples compared to 0.26 MPa for Portland cement ones.
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Omole, Adekunle Isaac, Oyekunle Pius Adegoke, Arafat Ayodeji Adeowu, Musa Odunayo Sabit, Yinka Benjamin Oluwadiya, and Ibrahim Ademola Fetuga. "Use of Paper Ash and Lime as a Sustainable Stabilized Materials for Lateritic Soil." Journal of Engineering and Exact Sciences 10, no. 4 (2024): 18782. http://dx.doi.org/10.18540/jcecvl10iss4pp18782.
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This research investigates the effectiveness of paper ash and lime for stabilizing lateritic soils in road construction applications. We assessed varying concentrations of paper ash and lime (0%, 3%, 6%, and 9%) to evaluate their effectiveness for soil stabilization. Initial analyses, including grain size distribution through wet sieving, specific gravity, moisture content, and Atterberg limits, were conducted to classify the soil. Following this, strength and compaction tests utilized standard proctor compactive energy, a method well-suited for field application. The findings indicated a general reduction in Atterberg limits (liquid limit, plastic limit, and plasticity index), an increase in maximum dry density (MDD), and a decrease in optimum moisture content (OMC) with increased concentrations of paper ash and lime. A thorough analysis of the results, along with a comparison to established standards, demonstrated significant improvements in soil properties. Specifically, the study found that 6% paper ash provided optimal stabilization, while 9% lime was effective as a stabilizing agent. These materials are suitable for use in the construction of subgrades and subbases for roads, aligning with AASHTO standards.
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Nwaedozie, U. E., K. J. Osinubi, A. O. Eberemu, and Paul Yohanna. "INFLUENCE OF BACILLUS PUMILUS ON THE PLASTICITY OF TREATED LATERITIC SOIL." Journal of Engineering Research [TJER] 21, no. 2 (2025): 105–13. https://doi.org/10.53540/tjer.vol21iss2pp105-113.
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The effect of Bacillus pumilus (B. pumilus) on the improvement potential of some selected geotechnical properties of lateritic soil was studied. Air-dried soils were cured in paced Bacillus pumilus suspensions between 0 and 2.4 × 109 cells/ml. Cured test samples adopted mix ratios of 50% B. pumilus / 50 % cementation reagent(50 % B – 50 % C) for sample A and 25% B. pumilus / 75 % cementation reagent(25% B – 75% C), for sample B, all conforming to the liquid limit of the soil. The geotechnical properties of the lateritic soil showed different levels of improvement with increasing B. pumilus suspension densities. The specific gravity generally diminished with rise in B. pumilus suspension from 2.55 for the natural soil to 2.33 and 2.26 at 2.4 × 109 cells/ml for samples A and B, respectively. The cation exchange capacity (CEC) decreased from 26.6Cmol/kg for the natural soil to 8.7Cmol/kg at B. pumilus suspension of 1.8 × 109 cells/ml. The Atterberg Limits of lateritic soil specifically, plasticity index (PI) decreased from 19.0% and 29.1% for the natural and control lateritic soil to values of 6.2 and 8.9 % for samples A (50 % B – 50 % C) and B (25% B – 75% C), respectively, at optimal B. pumilus suspension density of 2.4 × 109 cells/ml, Sample B (25 % B – 75% C) recorded a better improvement in terms of the plasticity of the treated soils
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A.C., Apata, R. N. Egbo, and Imoh U.U. "Comparative Study on the Stabilization of Three Southwestern Lateritic Soil for Road Work using Pulverized Cow Bone (PCB)." International Journal of Innovative Science and Research Technology 7, no. 2 (2022): 325–37. https://doi.org/10.5281/zenodo.6325302.
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- This paper investigates on the possibility of improving and comparing the engineering properties of three samples of lateritic soil from Ogun, Oyo and Osun with pulverized cow bone, a processed animal waste obtained from abattoirs, for road construction. The effect of PCB on the soil samples was assessed by adding 2-8% PCB at a 2% increment to the lateritic soil. The Atterberg limits(Liquid limit, Plastic limit, Plasticity Index) obtained were Ogun ( 57%, 21.16%, 35.84%), Oyo (51.4%, 25.19%, 26.21%) and Osun (29.4%, 14.68%, 14.72%). The high plasticity index of the Ogun state soil shows that the soil may be susceptible to cracking and shrinkage. Although the strength properties, California Bearing Ratio and Unconfined Compressive Strength of all the samples improved with increment in PCB additive from 0 - 8% PCB achieving the following peak (Soaked CBR, UCS) values with PCB stabilization; Ogun(15%, 93.37%), Oyo(19.65%, 95.19) and Osun(18%, 171.315%), the compaction result did not concur with the endless addition of PCB to the lateritic samples.
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O. Ajala, M., K. J. Akinyede, G. O. Adunoye, and I. J. Akintola. "A study on the effects of groundnut shell ash on strength characteristics of soil." International Journal of Advanced Geosciences 8, no. 1 (2020): 41. http://dx.doi.org/10.14419/ijag.v8i1.30645.
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This study investigated the effect of groundnut shell ash (GSA) on the strength of selected lateritic soils, with a view to determining the optimum percentage of GSA that will give the best strength properties of the soils. Soil samples were collected from two different borrow pits and identified as sample A and sample B respectively. Preliminary tests (Natural moisture content, specific gravity, grain size analysis, Atterberg limit) and engineering tests (compaction and unsoaked California bearing ratio (CBR)) were conducted on the soil samples in their natural state. GSA was then added to the soils at 2 %, 4 % and 6 % proportions. Atterberg limits, compaction and unsoaked CBR tests were conducted for each addition of GSA. The results showed that there was much improvement in the properties of the soils, with values of plasticity index (PI) reducing from 23.02 % (at 0 % GSA) to 12.55 % (at 6 % GSA) for sample A; and 35.14 % (at 0 % GSA) to 2..54 % (at 6 % GSA) for sample B. It was also observed that addition of GSA generally caused reduction in optimum moisture content (OMC) with an increase in corresponding maximum dry density (MDD). For sample A the maximum value of unsoaked CBR (17 %) was obtained at 2 % GSA, while for sample B, maximum CBR value (4 %) was obtained at 4 % GSA. It was concluded that GSA could be used to significantly improve the strength of lateritic soil.
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Rotimi, Oluremi Johnson, Bamigboye Gideon Olukunle, Afolayan Olaniyi Diran, B. Iyanda Olayinka, and A. Bello Usman. "Strength Enhancement Potential of Spent Calcium Carbide on Fine Grained Lateritic Soil." Journal of Solid Waste Technology and Management 47, no. 1 (2021): 156–63. http://dx.doi.org/10.5276/jswtm/2021.156.
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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.
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Ayoola, Akinwunmi,, and Agbude, Philip. "Stabilization of Lateritic Soil for Road Application Using Lime and Cow Bone Ash." Journal of Engineering Research and Reports 25, no. 6 (2023): 109–21. http://dx.doi.org/10.9734/jerr/2023/v25i6927.
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Roads should possess sufficient strength to support wheel loads imposed upon them either during construction or the service life of the pavement. It is sometimes necessary to treat soils to provide a stable subgrade or a working platform for the construction of the road surface. Cow bones scattered in Nigerian meat markets and abattoirs have become an environmental concern, hence the need to seek alternative uses for them. This study is concentrated on the stabilizing potential of cow bone ash (CBA) as an eco-friendly bio-waste material and lime on the stabilization of lateritic soil for road application. It is aimed at achieving the effective utilization of lateritic soil as a practicable construction material by attempting to identify the best percentages of soil stabilizers (binders) needed to improve the soil. Based on this, the study identified the methods that were used on lateritic soil samples obtained from Ado-Ikere road, Ado Ekiti in Ekiti state, Nigeria and the method of stabilization using cow bone ash and lime on the soil sample. The following laboratory tests and experiments were carried out: sieve analysis, atterberg limits, compaction, california bearing ratio (CBR) and thermo-scientific X-ray fluorescence (XRF). They were used to investigate the influence of cow bone ash and lime on lateritic soil. Different percentages of lime and cow bone ash (2%, 4%, 6%, 8% and 10%) respectively were used for the stabilization of the lateritic soil samples. Also, different proportions of addition of lime and cow bone ash were explored to stabilize the soil. The CBR test results showed that the addition of 8%, being the optimum amount or addition of binder of lime and CBA increased the CBR of lateritic soil. It also revealed that cow bone ash and lime can be used for stabilization of lateritic soil.
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Ogundare, Damilola Ayodele. "Effect of Electric Arc Furnace Slag on the Engineering Properties of Lateritic Soil." Civil Engineering Beyond Limits 4, no. 3 (2023): 1–4. http://dx.doi.org/10.36937/cebel.2023.1811.
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It is imperative for geotechnical engineers to harness ways of improving lateritic soil with industrial waste materials in other to satisfy the required highway pavement construction. This work investigated the effect of Electric Arc Furnace Slag (EAFS) on the engineering properties of Lateritic soil. Tests to determine the X-Ray Florescence (XRF), X-Ray Diffraction (XRD), grain size analysis and specific gravity of the soil sample and EAFS and the lateritic soil stabilization with varying percentages (0%, 4%, 8%, 12% and 16%) of EAFS using Atterberg limits, Compaction and Shear Strength were carried out. The soil sample was classified as A-7-5 (6) and ML according to American Association of State Highway Transportation Official (AASHTO) and Unified soil classification system while the silica-sesquioxide ratio and mineral contents showed that the soil is a lateritic soil as they contain both swelling and non-swelling clay minerals. The stabilized soil sample revealed that EAFS increases the maximum dry density (20.0KN/m3 to 25.0KN/m3) and decreases the optimum moisture content (18.50% to 13.00%) which could be attributed to the lower affinity of EAFS to water thus, improving the compaction properties. Also, the EAFS has significant effect on the strength parameters of the lateritic soil as it increases the shear strength from 551.11KN/m2 at virgin state to 974.44KN/m2 at 16% EAFS. Conclusively, electric arc furnace slag has positive influence on the geotechnical properties of the lateritic soil as it will not only solve the waste disposal problem but can be used as additive to improve the engineering properties of lateritic soil.
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AKINWUMI, Isaac I., and Colin A. BOOTH. "EXPERIMENTAL INSIGHTS OF USING WASTE MARBLE FINES TO MODIFY THE GEOTECHNICAL PROPERTIES OF A LATERITIC SOIL." JOURNAL OF ENVIRONMENTAL ENGINEERING AND LANDSCAPE MANAGEMENT 23, no. 2 (2015): 121–28. http://dx.doi.org/10.3846/16486897.2014.1002843.
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Marble spoil waste is an environmental nuisance. The effects of adding waste marble fines (WMF) on the plasticity, strength and permeability of a lateritic clay have been investigated for its potential use as a soil modifier or stabilizer of road pavement layer materials or earth-building materials. The chemical compositions of the WMF and soil were determined using X-ray fluorescence and atomic absorption spectrometry, respectively. The specific gravity, Atterberg limits, compaction, strength and permeability characteristics of the soil were determined for varying proportions of the soil-WMF blends. The properties of the natural soil – classified as clay of low plasticity (CL) andA-7-6(7), according to unified soil classification and AASHTO classification systems, respectively – were improved after the addition of 10% WMF such that it behaves like a silt of low plasticity. Therefore, WMF is recommended as a low-cost soil modifier or stabilizer for lateritic soil and well-suited for road construction applications.
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Kyaw, Htet Okkar, and Nyan Myint Kyaw. "Stabilization of lateritic soil using cement and lime for road construction." Innovation in Engineering 2, no. 1 (2025): 31–43. https://doi.org/10.58712/ie.v2i1.18.
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In developing countries, crushed rocks are mainly used in road subbase and base courses for road construction. As a result of extremely high fuel prices and lengthy travel times, particularly from Mokepalin, which is 92 miles from Yangon, the exorbitant costs of crushed rock aggregates for road building in Myanmar have therefore become a major concern. Due to energy consumption and carbon emissions, this dependence on remote sources results in increased building costs, project delays, and environmental destruction. In Yangon, local marginal materials (lateritic soil) are also available in Hmawbi, Hlegu, Taikkyi and Twantay townships. According to the engineering properties of soil in term of CBR, Hmawbi lateritic soil is nearly the same as the Mokepalin. Therefore, lateritic soil from Hmawbi was selected as a case study material for this research in order to reduce costs and to be more economical. To evaluate the engineering properties of soil, laboratory tests including sieve analysis, Atterberg limits, UCS, compaction, and CBR testing were carried out. The purpose of this paper is to stabilize lateritic soils for possible use as materials for road sub base and base to substitute crushed rocks. Results showed that 2% of cement and lime content met subbase course for Unconfined Compressive Strength (UCS) values of 0.75 MPa and 1.75 MPa according to Joint Departments of the Army and Air Force and 16% of cement satisfied for road base course for UCS value of 5.36 MPa. The use soil lime mixture was found to be unsuitable for road base course. Cement stabilized lateritic soil proved to be stronger, durable and better than soil lime mixture for road construction.
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Ndinga, Okina S., L. Ahouet, and Nkounga G.R. Ngondo. "Geotechnical properties of clay soil in Mouyondzi in Congo treated at cement and fine fractions of lateritic to improve the performances of blocs of earth: An approach based on the multi-criteria assessing." Journal of Scientific and Engineering Research 8, no. 9 (2021): 167–75. https://doi.org/10.5281/zenodo.10615628.
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<strong>Abstract</strong> The acceleration of climate change and the continuous increase in the world's population require technical improvements in earth building. Thus, the local treatment of soils necessary for earthen construction is of great importance. This paper presents the partial results on the assessment of the geotechnical properties of Mouyondzi clay soils, treated at 2%, 3%, 4%, 5% of cement content; then 10%, 20%, 30% of fine lateritic fraction to confection the improved earthen blocks. The effect of these additions of cement and fine lateritic fraction consists in enhances the durability of earthen buildings during the exploitation. The multi-criteria evaluation method proposed and based on measured geotechnical parameters (granulometry, Atterberg Limits, Compressibility index…) allowed analyzing all the possibilities of material selection. The first results obtained show that the studied mixtures of soil have the accepted properties to manufacture different type of earth blocks (Adobe, BTC).
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Oluyinka, Layade Gideon, and Ogunkoya Charles Olubunmi. "Geotechnical properties of lateritic soil as subgrade and base material for road construction in Abeokuta, Southwest Nigeria." International Journal of Advanced Geosciences 6, no. 1 (2018): 78. http://dx.doi.org/10.14419/ijag.v6i1.8952.
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Lateritic soils that overburden Mohammad Buhari Estate in Abeokuta area of Ogun State, Nigeria is in great use for road construction. However, little is known of their geotechnical properties and suitability as base, sub-based and sub-grade materials for road construction. This study is aimed at utilizing in accordance with regulatory standards of Nigeria, the geotechnical techniques to investigate the properties of this lateritic soil. The samples were collected at 0. 25m deep at different locations and were subjected to the following laboratory test; Particle size analysis, Atterberg limits test, Compaction test, Californian Bearing Ratio test, Moisture content and Specific gravity test. The result shows un-soaked CBR test from 12.52-55.84 %. The specific gravity results range from 2.57-2.89 while the optimum moisture content and maximum dry density range from 18.20-28.30% and 1.48-1.81mg/m3 respectively. The liquid limit, plastic limit and plastic index ranges from 12.0 to 40.1%, 10.0 to 22.0% and 2.8 to 20.4% respectively. This implies that lateritic soil present throughout the study area is suitable for use as sub-base and base materials since the geotechnical properties are fairly within the regulatory standards of Nigeria.
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O. Adunoye, G., T. O. Osineye, and H. C. Ezeh. "Investigation of properties of soils stabilised with groundnut waste." International Journal of Physical Research 10, no. 1 (2022): 33–38. http://dx.doi.org/10.14419/ijpr.v10i1.31881.
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Improvement of soil strength has gained a wider and increasing acceptance in civil engineering applications. This study therefore investigat-ed the effects of coarse content of groundnut shell ash on the properties of selected lateritic soils. To achieve the aim of the study, soil sam-ples were collected from two identified active borrow pits. The following geotechnical tests were conducted on the soil samples in their natural state, using standard procedures: natural moisture content, specific gravity, grain size analysis, Atterberg limits, compaction and California bearing ratio. Subsequently, the soils were treated with coarse content (part retained on 425 µm BS sieve) of groundnut shell ash at 2 %, 4 % and 6 % proportions by weight of dry soil. Results showed that the degree of laterisation is high in the two soil samples, having specific gravity values of 2.84 and 2.72 respectively. Results of Atterberg limit tests and grain size analysis showed that the soils belong to A-2-7 using AASHTO classification system. 6 % groundnut shell ash gave the lowest plasticity index for first sample, while 2 % ground-nut shell ash gave the lowest plasticity index for second sample. Also, 2 % groundnut shell ash gave the lowest optimum moisture content for first sample, while 6 % groundnut shell ash gave the lowest optimum moisture content for the second sample. Similarly, 2 % groundnut shell ash gave the highest maximum dry density for first sample, while 4 % groundnut shell ash gave the highest maximum dry density for second sample The California bearing ratio reached a maximum value of 4 % at 6 % groundnut shell ash, for first sample; it increased to 14 % at 2 % groundnut shell ash, for second soil sample. The study concluded that lateritic soils can be modified with coarse component of groundnut shell ash. Â
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Farnezi, Magali K., and Adilson L. Leite. "Lateritic Soil and Bentonite Mixtures Assessment for Liner Usage Purpose." Soils and Rocks 30, no. 2 (2007): 103–12. http://dx.doi.org/10.28927/sr.302103.
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Among all the constructive elements in waste containment systems, base liner may be the one of greatest concern. In Brazil, the use of compacted lateritic soils for this purpose is widely accepted due to their wide occurrence. While they usually achieve compaction and strength requirements, sometimes they may need some improvement in terms of hydraulic conductivity and reactivity to contaminants. This paper describes a laboratory assessment of two mixtures of a lateritic soil and bentonite for liner usage purpose. Laboratory tests included geotechnical, mineralogical and physicochemical characterization, hydraulic conductivity determination in compacted samples and modified Atterberg Limits and grain-size distribution analysis. These two last tests were intended to evaluate the compatibility between the soil and different chemical solutions. The characterization tests showed that the clay content of the mixtures decreased and the plasticity and activity increased relative to the natural soil sample. The hydraulic conductivity of the compacted mixtures decreased two to four times when compared to the compacted natural soil. The results also have demonstrated that the addition of bentonite in the proportions used in the tests increased the compatibility of the natural soil.
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Abdulwahab, Rasheed, Glory O. Akinwamide, Mukaila Abiola Anifowose, and Samson Olalekan Odeyemi. "Evaluation of Engineering Properties of Fired Cement Lateritic Brick." Engineering Innovations 7 (October 13, 2023): 29–37. http://dx.doi.org/10.4028/p-4qcuju.
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The construction industry is really concerned with producing better and durable building materials. Hence, the high cost of conventional building materials have resulted into use of locally available materials. This study assess the effect of varying cement content on engineering properties of fired lateritic bricks. The lateritic soil samples were stabilized with cement at 3, 3.5, 4, 4.5, 5, 5.5, 6, 6.5, 7 and 7.5%, cast in moulds and later fired for 8 hours at a 1000°C. Index properties (natural moisture content, specific gravity, particle size distribution and atterberg limit tests) were determined on the natural lateritic soil. While compressive strength, water absorption, abrasion and impact value test were determined on the cement fired bricks. The lateritic soil in its natural form were classified as A-6 and clay of high compressibility in accordance to ASTM D-3282. The results of the index properties are within acceptable limits for lateritic soil. The effect of varying cement content on the mechanical properties showed that the compressive strength of the bricks increases from 4.0 N/mm2 at control (un-stabilized brick) to 7.3 N/mm2 at 5% soil stabilization with cement. However, significant reductions in value was witnessed in the water absorption, abrasion and impact value results between the un-stabilized brick (control) and 5% cement fired bricks. The study concluded that fired bricks stabilized with 5% cement was found to be the best and most suitable for load and non-load bearing walls.
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Audu, H.A.P. "Experimental Study on Effect of Lime and Cement Stabilizers on Geotechnical Properties of Lateritic Soil." International Journal of Engineering Research and Advanced Technology (IJERAT) 5, no. 4 (2019): 9–15. https://doi.org/10.31695/IJERAT.2019.3409.
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This study examined the effect of lime and cement as stabilizers on the geotechnical properties of the lateritic soil in Ogiso quarters, Benin City, Edo state of Nigeria. The lateritic soil samples, which were obtained from the street prone to erosion in Ogiso quarters, using the disturbed sampling method, were transported to the Geotechnical laboratory Department of Civil Engineering, University of Benin. The preliminary tests were performed on the samples for classification and identification purposes using the American Association of State Highway and Transportation Officials (AASHTO) classification system. They were stabilized using lime and cement stabilizers at 2,4,6,8 and 10% by weight of the soil samples so as to analyze the performance of the stabilized agents on the lateritic soil. The laboratory tests, which included natural moisture content, specific gravity, particle sieve analysis, Atterberg limits, compaction and California bearing ratio (CBR) were carried out in accordance with the British standard (BS) method of test for soil in Civil Engineering. The result of the study has shown that the lateritic soil in the sample location is reddish brown in colour and belong to A-2-6 group with liquid limit, plastic limit and plasticity index values obtained as 33.20%, 14.14% and 19.06% respectively. The specific gravity of the soil sample is 2.53. The natural moisture content is 15.1%. The Optimum moisture content (OMC) and Maximum dry density (MDD) are 13.3% and 1.75g/cm<sup>3</sup> respectively. The CBR values increased from 29.92% at 0% to a peak value of 191.8% at 6%, 119.57% at 8% and 135.36% at 6% for cement, lime and the combination of cement and lime respectively in the treated samples. These values indicate that the lateritic soil in the study area meets the general standard acceptable limit for construction of embankments, as they are in conformity with the Federal Ministry of Work (FMW) general standard acceptable limit for construction of embankments and sub-grade. The results of the tests in this study showed that the treatment of the lateritic soil has improved its strength and physical properties.
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Amadi, Agapitus A., and Adrian O. Eberemu. "Performance of Cement Kiln Dust in Stabilizing Lateritic Soil Contaminated with Organic Chemicals." Advanced Materials Research 367 (October 2011): 41–47. http://dx.doi.org/10.4028/www.scientific.net/amr.367.41.
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Accidental or deliberate operational discharges of organic chemicals or wastes containing organic chemicals induce geochemical reactions with resultant adverse effects on basic geotechnical properties of the soil. To utilize soil materials from such sites for engineering construction or as foundation soil, stabilization must be carried out. In this study, cement kiln dust (CKD) was applied to lateritic soil contaminated with three different types of commonly occurring organic chemicals namely benzene, ethanol and kerosene to evaluate the restoration and improvements in the engineering properties. Contamination was simulated in the laboratory by adding known quantities (2.5, 5, 7.5 and 10%) of each of the chemicals separately to lateritic soil samples and allowed to air dry for 14 days before stabilizing with 10% CKD. Performance was evaluated on Atterberg limits, compaction characteristics, strength properties and hydraulic conductivity of the contaminated soil. Strength and hydraulic conductivity specimens were compacted with British Standard Light (BSL) compactive effort at predetermined optimum moisture content. Results showed that the simultaneous effects of the cementing and pozzolanic action of the CKD rejuvenated the geotechnical properties of the soil, in most cases comparable to the properties at the original pristine condition. Studies on durability and long term competent performance of the stabilized contaminated soil specimens is in progress.
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Adelodun, A. G., O. O. Amu, and K. J. Ayinde. "Effects of Cow Dung Ash on Chemical and Geotechnical Properties of Lateritic Soil for Road Construction collected Shao-Malete Road in Kwara State, Nigeria." Journal of Applied Sciences and Environmental Management 29, no. 1 (2025): 171–76. https://doi.org/10.4314/jasem.v29i1.22.
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The objective of this paper was to investigate the effects of cow dung ash (CDA) on the chemical and geotechnical properties of lateritic soil for road construction collected Shao-Malete Road in Kwara State, Nigeria. Cow dung ash (CDA) was used in stabilizing lateritic soil at ratios 0, 2, 4, 6, 8 and 10% of disturbed soil sample (fine - grained i.e. silt-clay material). The soil samples were subjected to laboratory tests such as Specific gravity, particle size distribution, Atterberg limits, compaction, California bearing ratio, unconfined compressive strength, Triaxial shear strength in accordance with British Standards (BS 1377: 1990 and BS 1924: 1990). Optimum addition of cow dung ash was achieved at 6%. The investigation on the soil samples revealed an increased in strength tests performed on the selected soil samples and a gradual decrease in the results of optimum moisture content. Optimum of CDA was recorded at 6% which is best suitable for silt-clay soil. In conclusion, materials from selected locations meet the requirements for sub-base and base courses when stabilized with optimum cow dung ash. If the research work is utilized for road and building construction, it will surely cut down expenses and environmental risks brought about by agricultural waste.
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G.O., Adunoye, Akanbi O.T., Odusina G.H., and Faloye A.S. "Engineering Characteristics of Soils Reinforced with Shredded Plastic Waste." International Journal of Mechanical and Civil Engineering 6, no. 1 (2023): 17–25. http://dx.doi.org/10.52589/ijmce-hbq3bmwy.
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There is a continuous attempt at seeking different, economical and environmental-friendly means of improving the strength of soils. This work therefore studied the effects of shredded plastic waste (SPW) on the strength of selected soils. To achieve the aim of the study, lateritic soil samples were collected from two identified active borrow pits in Ile-Ife. Following standard procedures, the following tests were conducted on the soils in their natural state: natural moisture content, grain size analysis, specific gravity, Atterberg limits, compaction, and California bearing ratio (CBR). Subsequently, the soils were treated with SPW in 4 %, 8 % and 12 % proportion by weight of soil respectively. They were then subjected to compaction and CBR tests. The natural soils were found to have the following characteristics for sample A and sample B respectively: specific gravity (2.70 and 2.51); liquid limit (40.40 % and 61.00 %); plastic limit (23.11 % and 36.67 %); plasticity index (17.29 % and 24.33 %); American Association of State Highway and Transportation Officials (AASHTO) classification (A-3 and A-2-7); maximum dry density (MDD) (1430 kg/m3 and 1510kg/m3); and optimum moisture content (OMC) (21.13 % and 48.0 %). Results further showed that the addition of SPW led to a slight improvement in the strength characteristics of the tested soils. The study concluded that SPW could be used to improve the strength of lateritic soils.
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Mezie, E. O., C. M. O. Nwaiwu, and C. M. Nwakaire. "Effects of Partial Replacement of Cement and Lime with some Agrowaste Ashes on the Geotechnical Behaviour of Lateritic Soil." Saudi Journal of Civil Engineering 7, no. 04 (2023): 115–26. http://dx.doi.org/10.36348/sjce.2023.v07i04.002.
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In this study, the optimum stabilizer content for a poor lateritic soil intended as subgrade material for a pavement was sought. The natural soil was first characterized and classified and the soil fall into the class of A-6 based on Nigeria General Specifications for Roads and Bridges (NGSRB) AASHTO soil class for pavement construction. The soil was stabilized at three binder points of 4%, 8% and 12% which coincided with specification limits for cement based on NGSRB with the range of 7-11% recommended for soils in the class A-6. The results from the compaction tests and unconfined compressive strength (UCS) tests show that the suitable stabilizer falls within the specified range of 7 – 11%. Binder contents/proportions of 4% RHA, 8% RHA, 8% (50R + 50O), 4% (60C/L + 40R/O), 8% (70C/L + 30R/O), 8% (0C/L + 100R/O), 8% (50C/L + 50R/O) gave the most promising results of MDUW and UCS. In other to carry out a comprehensive investigation of the properties of the soil to determine which of the promising binder contents/proportions would be most suitable as stabilizer for the soil, it was recommended that other qualifying tests of specific gravity, Atterberg limits, CBR, UCS, durability and permeability tests be carried out for these recommended binder contents/proportions.
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Adunoye, G. O., O. T. Akanbi, O. M. Oyeniyi, and O. D. Ogunbeku. "Stabilisation of Lateritic Soil for Road Construction Using Banana Leaf Ash." International Journal of Civil Engineering, Construction and Estate Management 11, no. 1 (2023): 14–22. http://dx.doi.org/10.37745/ijcecem.14/vol11n11422.
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In view of the need to stabilise poor lateritic soil for road construction, this study investigated the effects of banana leaf ash (content retained on British Standard sieve No. 40) on the strength characteristics of selected lateritic soils. This is with a view to ascertaining the possibility of using the referenced banana leaf ash (BLA) content to stabilise the soils, for road construction purpose. To achieve the aim of this study, two soil samples were collected from two identified borrow pits (one sample from each borrow pit – referred to as Sample A and Sample B respectively) in Ile-Ife, southwestern Nigeria. Using standard procedure, preliminary and geotechnical tests were conducted on the soil samples in their natural states. BLA was then prepared and introduced to the soils at varying proportions of 2 %, 4 % and 6 % by weight of dry soil. The Atterberg limits and California bearing ratio (CBR) were subsequently determined for the treated soils. For the natural soils, results showed that: the plasticity index values for Sample A and Sample B were 22.91 % and 26.60 % respectively; the specific gravity values were 2.71 and 2.75 respectively; the optimum moisture content (OMC) and maximum dry density (MDD) for Sample A were 26.50 % and 1.325 Mg/m3 respectively, while for Sample B the values were 19.80 % and 1.643 Mg/m3 respectively; and the CBR values were 6.85 % and 11.36 %, respectively. With the addition of BLA: plasticity index generally reduced with the lowest values (4.89 % and 6.24 % for sample A and Sample B respectively) at 6 % BLA content; the CBR steadily increased until optimum values (10.23 % and 22.73 % for Sample A and Sample B respectively) were obtained at 4 % BLA content. The study concluded that: BLA could be used to improve the properties of lateritic soils for road construction purpose; and the particle size of BLA used does not diminish the quality of BLA as a soil-stabilising agent.
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Otieno, Meshack, Zachary Gariy, and Charles Kabubo. "An Evaluation of the Performance of Lateritic Soil Stabilized with Cement and Biochars to be Used in Road Bases of Low-Volume Sealed Roads." Engineering, Technology & Applied Science Research 13, no. 4 (2023): 11366–74. http://dx.doi.org/10.48084/etasr.6040.
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The study investigated the effects of adding Saw Dust Ash (SDA) and Sugar Cane Bagasse Ash (SCBA) on the strength of cement with stabilized lateritic soil. The experiments carried out in both the lateritic soil and stabilized lateritic soil considered Atterberg limits, sieve/hydrometer analysis, compaction, soaked California Bearing Ratio (CBR), and Unconfined Compressive Strength (UCS) at various curing periods. Ordinary Portland Cement (OPC) was introduced into the soil with varying content (0%, 3%, 5%, 7%, and 9%) by weight of the soil sample. The results showed that CBR and UCS increased to 175.7% and 1.999 MPa, respectively, as the OPC content increased to 7%. The optimal OPC content to meet the 1.5MPa UCS requirement for road bases on low-volume sealed roads in Kenya was 7%. The next treatment involved partially replacing the OPC content with SDA and SCBA in different doses (7-0-0%, 5-1-1%, 3-2-2%, 1-3-3%, and 0-3.5-3.5%, respectively) for various curing periods. The results showed that CBR and UCS decreased as the OPC content decreased and SCBA and SDA increased. At a content of 5% OPC, 1% SDA, and 1% SCBA, UCS and CBR were 1.877 MPa and 149%, respectively, suggesting that it was the optimal dosage to meet the 1.5MPa UCS requirement for road bases on low-volume sealed roads in Kenya. The durability test indicated that the specimens treated with 5% OPC, 1% SDA, and 1% SCBA met the 80% durability index mark, as recommended for cement-stabilized soils. Previous studies used SDA and SCBA separately with cement or lime to stabilize the subgrade or subbase of roads, but this study focused on using these materials together as a partial OPC replacement to stabilize lateritic road bases for use in low-volume sealed roads. The goal was to use local agricultural and industrial waste materials in road construction and improve the strength characteristics of road bases while preserving the environment through waste utilization.
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Sorel, Gael Dzaba Dzoualou, Ahouet Louis, and Ndinga Okina Sylvain. "Activities and intrinsic properties of the clayey fines four lateritic gravels." World Journal of Advanced Research and Reviews 19, no. 3 (2023): 1020–34. https://doi.org/10.5281/zenodo.11784865.
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The aim of this study was to identify, classify and characterize the activities and correlations between the intrinsic properties of the four lateritic gravels used in construction. The grading curves of the four lateritic gravelly are spread out, but poorly calibrated. Lateritic gravel LG<sub>1</sub> contains class B<sub>5</sub> silty fines with low plasticity and low swelling. Lateritic gravels LG<sub>2</sub>, LG<sub>3</sub> and LG<sub>4</sub> contain clayey fines of low plasticity and medium swelling, class B<sub>6</sub>. The specific surface area and cation exchange capacity depend on the mineralogy, organic composition and texture of the lateritic gravel. The blue value of the soil characterizes the activity of the clay fines and reflects the surface activity of the lateritic gravels. The four lateritic gravels are inactive and contain minerals (kaolinite, quartz, goethite, hematite). The correlations obtained between the intrinsic properties are linear fits and between the liquidity limit and the specific surface area a non-linear fit of the ExpDec1 model with R<sup>2</sup> (0.99). The relationship between activity and surface activity is simply the relative activity.
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Morais, Marcelo, Marcelo Nunes, Carlos Morais, Ricardo Nascimento, and Anselmo Rodriguez. "Influence of the addition of carbon nanotube on the physical behavior of a lateritic soil from the southwest Amazon." Soils and Rocks 47, no. 4 (2024): e2024007523. http://dx.doi.org/10.28927/sr.2024.007523.
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In this work we evaluate the physical-mechanical behavior of lateritic soil with addition of carbon nanotubes. The soil was collected in a commercial deposit located in Rio Branco – AC and later characterized through particle size tests, X-Ray Diffraction, X-Ray Dispersion Spectroscopy and Tropical Compressed Miniature essay. The dispersion of nanotubes in solution was carried out and the size of the nanoparticles was verified using Dynamic Light Spreading - DLS, Zeta Potential and PDI. Three percentages of additions (0.05%, 0.1% and 0.2%) of carbon nanotubes were evaluated and compared with the control group according to the parameters of Atterberg limits, real density, dry density maximum and optimum humidity. The results indicate that the soil has a clayey behavior with a medium texture, with the presence of clay mineral kaolinite in its composition and silicon and iron oxides. The dispersion of carbon nanotubes reached particles with an average hydrodynamic diameter of 68.9 nm and Zeta Potential of -24.87 mV and PDI of 0.231, characterizing a solution as moderately dispersed and kinetically stable. The results of the liquidity limit and plasticity tests showed a reduction of 10 and 13%, respectively, with the addition of carbon nanotubes, while for the parameters of plasticity index, real specific mass, maximum dry density and optimal moisture, they did not show significant variation. Carbon nanotubes interact with soils with lateritic behavior, and further studies are essential to better understand the mechanisms behind this interaction.
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Igwe, Ogbonnaya, and E. Illoabachie David. "THE POTENTIAL EFFECT OF GRANITE DUST ON THE GEOTECHNICAL PROPERTIES OF ABAKALIKI CLAYS." Continental J. Earth Sciences 6, no. 1 (2011): 23–30. https://doi.org/10.5281/zenodo.833408.
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The geotechnical properties of the Abakaliki clay soils and its response to granite treatment were investigated. The product of this treatment has been studied in this work to determine its engineering properties and potentials for use in engineering construction. Abakaliki and its environs are underlain by lateritic soils as well as marine shales, clays and sandstones of the Asu River and Ezeaku Groups. Geotechnical investigations for determination of the characteristics of clay soils in Abakaliki include chemical analysis of the clay soil and granite to determine their mutual reactions, as well as standard soil tests such as Atterberg limits, standard compaction characteristics, shear strength, and California Bearing Ratio (CBR). Results of the study show that Abakaliki clays are highly expansive soils, regarded as problem soils. The granite dust contains high amounts of the oxides of silica and alumina, and is therefore considered to have high potential for use as a soil additive. Atterberg limit tests indicate that the untreated samples of clay have high liquid limit and low plastic limit values of 47 and 19.7 respectively, while the addition of granite dust decreased and increased values from 47 - 35.1 and 19.7 to 26.3 respectively. Maximum dry density (MDD) ranges from 1.93 - 1.68mg/m<sup>3</sup>, while CBR values ranges from 4 - 44% with the addition of 0 - 20% granite dust. Shear strength tests gave an angle of shearing resistance of 23.0 - 31.89⁰, and cohesion values of 67.8 - 48.9kPa. Although the stabilized product degrades slightly under impact compaction, the test results suggest that it can be used for a variety of engineering purposes, but may not be sustained for a long period of time.
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Nafissatou SAVADOGO, Yasmine Binta TRAORE, Roukiatou KOCTY, and Ousséni MONE. "Stabilization of lateritic soil with Portland cement and crushed granite for pavement base courses." World Journal of Advanced Research and Reviews 23, no. 3 (2024): 3090–99. http://dx.doi.org/10.30574/wjarr.2024.23.3.2914.
Full textAbstract:
The aim of this work is to propose reconstituted materials, by cement-based improvement of lateritic gravels and joint cement improvement and lithostabilization, that are technically suitable for use in base courses. The study focused on two (02) different lateritic gravels, LG1 with a fine content of 24% and LG2 with a fine content of 15%. For lithostabilization, 0/25 granite crushed stone was used and the cement used was CEM II/B-LL 42.5. For cement improvement, three (03) cement contents (1%; 1.5% and 2%) were studied, and for joint stabilization, the granite crushed content was set at 10%, with only the cement content varying by 1%, 1.5% and 2%. The mixes were obtained by adding the cement mass calculated from the total gravel mass collected and the cement rate studied to the raw gravel or to a mixture of 90% gravel and 10% granite crushed stone. The results of physical-mechanical tests such as the Atterberg limits, Modified Proctor and California bearing index of stabilized materials were analyzed in comparison with the initial values of raw materials without stabilization. The results show that cement increases the plasticity index but improves the bearing capacity of lateritic gravels better than joint stabilization. However, joint stabilization does improve gravel bearing capacity compared with untreated raw gravel. For use as a base course in accordance with CEBTP specifications [3], in addition to the 10% granite crushed content, LG1 must be upgraded to at least 1.5% cement and LG2 to 1%.
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Nafissatou, SAVADOGO, Binta TRAORE Yasmine, KOCTY Roukiatou, and MONE Ousséni. "Stabilization of lateritic soil with Portland cement and crushed granite for pavement base courses." World Journal of Advanced Research and Reviews 23, no. 3 (2024): 3090–99. https://doi.org/10.5281/zenodo.14993290.
Full textAbstract:
The aim of this work is to propose reconstituted materials, by cement-based improvement of lateritic gravels and joint cement improvement and lithostabilization, that are technically suitable for use in base courses. The study focused on two (02) different lateritic gravels, LG1 with a fine content of 24% and LG2 with a fine content of 15%. For lithostabilization, 0/25 granite crushed stone was used and the cement used was CEM II/B-LL 42.5. For cement improvement, three (03) cement contents (1%; 1.5% and 2%) were studied, and for joint stabilization, the granite crushed content was set at 10%, with only the cement content varying by 1%, 1.5% and 2%. The mixes were obtained by adding the cement mass calculated from the total gravel mass collected and the cement rate studied to the raw gravel or to a mixture of 90% gravel and 10% granite crushed stone. The results of physical-mechanical tests such as the Atterberg limits, Modified Proctor and California bearing index of stabilized materials were analyzed in comparison with the initial values of raw materials without stabilization. The results show that cement increases the plasticity index but improves the bearing capacity of lateritic gravels better than joint stabilization. However, joint stabilization does improve gravel bearing capacity compared with untreated raw gravel. For use as a base course in accordance with CEBTP specifications [3], in addition to the 10% granite crushed content, LG1 must be upgraded to at least 1.5% cement and LG2 to 1%.
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Adeyemi, E. Adetoro, and A. Oladapo Silas. "Analyses of some Engineering Properties of Isan Ekiti Soil, Southwestern Nigeria." International Journal of Trend in Scientific Research and Development 2, no. 6 (2019): 685–88. https://doi.org/10.31142/ijtsrd18570.
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Today, all over the World, soil plays major role in Civil Engineering works or construction. Its thorough assessment is impossible if its Engineering properties were overlooked. The aim of this study is to analyze some Engineering properties of lateritic soil deposited in Isan - Ekiti, South western Nigeria. Soil samples collected from the study area were subjected to Atterberg Limits, CBR and Grain Size laboratory tests. It is observed that the LL, PL, PI, SL and CBR values varied from varied from 41.10 to 57.50 , 24.60 to 35.50 , 14.80 to 22.70 , 0.32 to 0.61 and 4.38 to 30.21 respectively for all the soil samples. It could be generally observed all the soil samples were classified as granular soil material with mainly silty or clayey gravel and sand constituent materials with some stone fragments. Their general rating as sub grade materials is "Excellent to good". They were grouply classified as A - 2 - 7 and were only good for sub grade filling materials. There is need for further study on deposited materials around the study area for good base and sub base courses materials. Adeyemi E. Adetoro | Silas A. Oladapo "Analyses of some Engineering Properties of Isan - Ekiti Soil, Southwestern Nigeria" Published in International Journal of Trend in Scientific Research and Development (ijtsrd), ISSN: 2456-6470, Volume-2 | Issue-6 , October 2018, URL: https://www.ijtsrd.com/papers/ijtsrd18570.pdf
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Falae, Philips Omowumi, and Ayo Ogundana. "The Geotechnical Investigation of Subsoil Materials in a Typical Basement Terrain, Southwestern Nigeria- A Case study." ABUAD International Journal of Natural and Applied Sciences 2, no. 2 (2022): 116–22. http://dx.doi.org/10.53982/aijnas.2022.0202.09-j.
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Geotechnical investigation of the subsurface materials of a proposed Primary Health Center (PHC) in Modeke Oyo East Local Government Area (OELGA). of Oyo State has been conducted. The investigation is aimed to determine the suitability of the site for the proposed Bungalow building by assessing the subsoil strata that underlie the area. Three (3) points were tested to depth of 4.75m using a 2.5-ton DCPT equipment, while three (3) trial pits were dug to a depth of 1.5m with the aid of hand auger, and various lab analysis were conducted on selected samples from the trial pits. The result obtained from the DCPT indicates that subsurface is made up of stiff to very stiff sandy lateritic clay underlain by very stiff to hard sandy lateritic clay with hard pans layers. The allowable bearing pressure was observed to increase with depth to 4.75m further confirmed the subsurface lithologies. The Allowable Bearing Pressure (qa) in kN/m2) with a range of values 81 – 256 kN/m2, 54 – 155 kN/m2 and 162 – 338 kN/m2 for DCPT points 1, 2, and 3 respectively, indicate a Safe Bearing Pressure that can support load up to 45 kN/m with factor of safety of 2.5. Sieve analysis results revealed that the soil is well graded with dominant gravel which show a well-drained soil with good strength characteristics. Liquid limits ranged from 26.7% to 43.3%, plastic limits from 15% to 27% and plasticity index from 9.7% to 27.3%, thus indicating low to medium compressibility. The natural moisture contents values range between 4% and 15%, indicating lateritic clay of low to medium plasticity with low moisture content. Based on the above deductions, it can be concluded that, the factor of safety of 2.5 calculated from the allowable bearing pressure from the CPT, low to medium compressibility from Atterberg limits test and moisture content below 15% show that the investigated site is good and could safely support a bungalow building as proposed.
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Borges, Yago, Bismarck Oliveira, Maria Eugênia Boscov, and Márcia Mascarenha. "Technical feasibility analysis of using phosphogypsum, bentonite and lateritic soil mixtures in hydraulic barriers." Soils and Rocks 46, no. 3 (2023): e2023009622. http://dx.doi.org/10.28927/sr.2023.009622.
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Every year, millions of tons of phosphogypsum, a by-product of the fertilizer industry, are produced worldwide. As just a small part of this amount is reused, this study analyzed a new alternative to reuse this material in geotechnical works, in mixtures with lateritic soil and bentonite for the construction of liners for sanitary landfills. Four compositions were tested: 100% soil, 10% phosphogypsum + 90% soil, 10% phosphogypsum + 3% bentonite + 87% soil and 10% phosphogypsum + 6% bentonite + 84% soil. X-ray diffraction and scanning electron microscopy were used to analyze the mineralogy, while the hydromechanical performance was evaluated through compaction, hydraulic conductivity, and unconfined compressive tests. Modified free swell tests and modified Atterberg limits were used to test compatibility with NaCl, NaOH and ethanol. A solubilization test was carried out to investigate the presence of inorganic contaminants in the phosphogypsum. The addition of phosphogypsum increased the optimum water content in the compaction curves, did not change the hydraulic conductivity and decreased the unconfined compressive strength of the mixtures. The addition of bentonite increased the optimum water content, reduced the hydraulic conductivity, and increased the unconfined compressive strength. The possibility of dissolution of gypsite (main component of phosphogypsum), the problems that may arise from the interaction with chemical products, and the risk of manganese release in the subsoil lead to the conclusion that phosphogypsum is not suitable to be used in liners. However, soil-bentonite-phosphogypsum mixtures were considered eligible materials to be used in impermeable layers of other geotechnical works.
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Alade, Bamidele, and Olugbenga Amu. "Comparison of the Geotechnical Properties of Lateritic Soils of Borrow Pits for Road Construction in Ado Ekiti." ABUAD Journal of Engineering Research and Development (AJERD) 8, no. 2 (2025): 108–20. https://doi.org/10.53982/ajerd.2025.0802.11-j.
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Lateritic soils are key materials in road construction across tropical regions, but their performance varies based on their geotechnical properties. This study analyzes the geotechnical properties and characteristics of lateritic soils from selected borrow pits in Ado Ekiti, Nigeria, to determine their suitability for subbase and subgrade applications. Four borrow pits, labeled A to D, were randomly selected, and twelve undisturbed soil samples (three from each pit) were collected for laboratory testing. The tests include natural moisture content, specific gravity, grain size distribution, Atterberg limits, permeability, compaction, California Bearing Ratio (CBR), unconfined compressive strength (UCS), and triaxial test. Soil samples from Borrow Pit A, identified as Silty Sand (SM) and classified as A-2-4, showed the highest Maximum Dry Density (1750–1753 kg/m³), low Optimum Moisture Content (12%–14%), fines content of 12%, adequate permeability (2.0 × 10⁻⁵ to 2.2 × 10⁻⁵ cm/s), and unsoaked CBR values of 70%–75%, making them ideal for subbase applications. Borrow Pit B soil samples, categorized as Clayey Sand (SC) and A-2-6, had moderate MDD values (1650–1660 kg/m³), permeability between 1.2 × 10⁻⁵ and 1.4 × 10⁻⁵ cm/s, unsoaked CBR values of 58%–60%, and shear strength of 205–210 kPa, making them suitable for improved subgrades or low-traffic subbases. Borrow Pits C and D, classified as Low Plasticity Clay (CL) under USCS and A-6 and A-7-6 under AASHTO, had MDD values between 1500–1551 kg/m³, fines content of 20%–30%, permeability between 0.4 × 10⁻⁵ and 0.1 × 10⁻⁵ cm/s, unsoaked CBR values below 42%, and shear strength of 180–192 kPa, making them more appropriate for subgrade applications. The study concludes that Borrow Pit A is the most suitable for subbase layers, while Borrow Pits B, C, and D require stabilization, such as lime or cement treatment, to improve their strength and plasticity properties.
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Eluozo, Solomon Ndubuisi, and C. Nwaobakata. "Predictive models to determine the behavior of plastic and liquid limit of Lateratic soil for Raod construction at Egbema: Imo state of Nigeria." International Journal of Engineering & Technology 2, no. 1 (2012): 25. http://dx.doi.org/10.14419/ijet.v2i1.425.
Full textAbstract:
Predictive values to determine the behaviour of plastic and liquid of lateritic soil for road design and construction has been developed, this two parameters has a relationship in term of soil classification through their laboratory results, both parameters sample were subjected to through laboratory analysis for several locations, the laboratory results of both parameters were plotted to determine there behavious and limits, the results generated equations at various locations, the equations were resolved and it generated theoretical values, the model values displayed there relationship on the classification of soil for road construction. The implementation of a laboratory testing proceedure is to classify subgrade material and assess sustain properties and moisture sensitivity (heavy, collapse, softening) that can influence long-term pavement performance. Testing implementation consists of classification testing, these are (i.e., gradation analysis, Atterberg Limits and sulfate tests). Generated predictive models producing theoretical values, are engineering properties of soil testing for various parameters (i.e., swell/consolidation, R-value, unconfined compressive strength, California Bearing Ratio, and Resilient Modulus Tests). This are also design parameters that should generate predictive models that can be applied as design parameter in the study area, the study is imperative because predictive models generated and validated has ascertain proof of the workability of the models as design parameter in design of flexible pavements in the study location.
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Ozuligbo, Ji, Ozuligbo, Ji, Enueze, Jbc Enueze, Jbc, and Nwadiani, Ve Nwadiani, Ve. "Lateritic Soil Stabilization using Granular Materials; a Comparative Study." International Journal of Advances in Engineering and Management 7, no. 1 (2025): 165–64. https://doi.org/10.35629/5252-0701145164.
Full textAbstract:
Soil mixtures have been used extensively in developed countries to construct great lengths of road when other materials like cement and lime were not either available, developed or widely used. Laterite being readily available in many places can be mixed with sand or quarry dust to improve its strength, stability and other properties for this purpose.This research work involves the improvement of the engineering properties of three samples of laterite soil by stabilization with quarry dust or with sharp river sand. The paper sets out to investigate and compare the improvement in the relevant properties of three samples of laterites when they are mixed with sand or quarry dust and compacted using different compactive efforts (British Standard Light – BSL and British Standard Heavy- BSH). The three samples used were collected at different locations in Awka, Anambra state. The tests carried out include: moisture content, specific gravity, grain size distribution, Atterberg’s limits, compaction and unconfined compressive strength tests both before and after adding quarry dust or sharp river sand at varying percentages (0%, 10%, 20%, 30%, 40% and 50%). The results obtained showed that for all types of laterites tested, the increase in the proportion of sand or quarry dust to laterites has the effect of increasing the maximum dry density, specific gravity and reducing the optimum moisture content, the unconfined compressive strength and energy absorption capacity. The optimum sand or quarry dust percentage for maximizing most of the parameters measured was found to be between 30% and 40% of the admixture. Comparison of the results obtained shows that quarry dust has a greater impact in the improvement of the strength of the natural soil than sand
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Nnochiri, Emeka Segun, Olumide Moses Ogundipe, and Samuel Akinlabi Ola. "Geotechnical and microstructural properties of cement-treated laterites stabilized with rice husk ash and bamboo leaf ash." Acta Polytechnica 61, no. 6 (2021): 722–32. http://dx.doi.org/10.14311/ap.2021.61.0722.
Full textAbstract:
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.
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AGRE SERAPHIN, DJOMO, KOUASSI KOUAME ALFRED, THIEBLESSON LYDIE MARCELLE, and KOUAKOU CONAND HONORE. "IMPROVEMENT OF LATERITIC GRAVELLY SOILS IN ROAD CONSTRUCTION: PARTIAL SUBSTITUTION OF CEMENT BY GRANITE POWDER." International Journal of Applied Science and Research 05, no. 05 (2023): 64–73. http://dx.doi.org/10.56293/ijasr.2022.5433.
Full textAbstract:
This study focuses on the lateritic gravels of N'DOUCI whose physical properties do not meet the specifications for their use as a road base. Thus, for its use in road construction, a partial substitution of cement by granite powder has been made. Several tests (particle size analysis, chemical analysis, CBR and proctor tests, Atterberg limits, etc.) were carried out to verify the geotechnical and mechanical characteristics of the new material. This study showed that the addition of granite powder in place of cement improved the material properties, i.e. optimum dry density, CBR. The results show that the optimum dry density is 1.95% with a moisture content of 12%. Overall, the results obtained are satisfactory and show that a quantity of 2% cement for 6% granite powder is required for a base course material in road construction. However, it would be useful to use the proportions of 4% cement to 4% granite powder.
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Olanipekun, Adewoye Alade, Opeyemi Bayode, Daniel Uwumarogie Idusuyi, Quadri Opeyemi Saka, and Damilare Akintunde Ojewole. "Investigation of Selected Geotechnical Properties of Excavated Subgrade Stabilized with Fly Ash for Reuse as Subbase." Asian Journal of Environment & Ecology 24, no. 5 (2025): 256–67. https://doi.org/10.9734/ajee/2025/v24i5709.
Full textAbstract:
Lateritic soil is among the most commonly used materials for road construction. However, constructing roads withpoor lateritic soil is one of the causes of road failures in Nigeria resulting in loss of lives and properties. Therefore, this study investigated fly ash as a stabilizing agent for excavated subgrade for reuse as subbase. Soil samples were obtained at depths of 1 m and distances of 10 m along Sango-Ota-Owode expressway at right hand and left hand sides of the road, while fly ash was purchased from Nigerian Building and Road Research Institute (NBRRI), Ota, Ogun State, Nigeria. Fly ash was characterized for its oxides in Central Research Laboratory, Bells University of Technology (BELLSTECH), Ota using the United States Environmental Protection Agency (2001) standards. Fly ash was added to excavated soil samples at 2%, 4% and 6% by dry weight of the soil respectively and selected geotechnical (particle size distribution, compaction, California bearing ratio and Atterberg’s limits) tests were conducted on both natural and stabilized lateritic soil samples in accordance with BS 812-102:1984, BS 812-103.1:1985 and BS 1377 part 2-4 (1990) standards. Fly ash results revealed significant amounts of SiO2, Al2O3, Fe2O3 and K2O, with other oxides present in trace amounts. Soil analyses revealed that as percentage addition of fly ash increased, there was corresponding improvement in analyzed geotechnical parameters of soil samples at both sides of the road, thereby confirming the efficacy of the fly ash. Results also revealed that the percentage addition of fly ash that produced the optimal stabilization value was 4%. This study concludes that fly ash is a good stabilizing agent for excavated subgrade to be reused as sub-base. This study recommends future reuse of fly ash in construction activities of related nature.
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Yohanna, Paul, Kolawole Juwonlo Osinubi, Oshioname Adrian Eberemu, Thomas Stephen Ijimdiya, and John Engbonye Sani. "Effect of Treatment Compositions on the Plasticity of Tropical Red Soil Treated with Bacillus Coagulans." Journal of Civil Engineering and Construction 11, no. 1 (2022): 56–64. http://dx.doi.org/10.32732/jcec.2022.11.1.56.
Full textAbstract:
The study evaluated the effect of four treatment compositions on the plasticity of tropical red soil (Lateritic soil) admixed with Bacillus coagulans (B. coagulans). Samples for Atterberg limits test were prepared using four treatment compositional variables. They include 25% B. coagulans suspension and 75% cementation reagent, (25%B /75%C); 50% B. coagulans suspension and 50% cementation reagent (50% B /50%C); 75% B. coagulans suspension and 25% cementation reagent, (75%B /25% C) with the above three being in equivalent volumes of the corresponding liquid limit(LL) and 50% of the optimum moisture content (OMC) of compaction, to be both B. coagulans suspension and cementation reagent (i.e. 50% OMC B /50%OMC C) of the natural soil. Results showed that the LL for; 25%B /75% C, 50% B /50% C and 75% B /25%C generally increased from 0 up to peak values at 1.8 x 109 cells/ml and then declined at 2.4 x 109 cells/ml. In the case of samples treated with 50% OMC B/50% OMC C, the LL initially decreased from 0 up to 6.0 x 108 cells/ml and thereafter increased significantly. Plastic limit (PL), Plasticity index (PI) and Linear shrinkage (LS), recorded improvement. Regression analysis for the best treatment composition (i.e 75%B /25%C) has regression coefficient of 91.8%. Based on the four treatment compositions considered, 75%B/25%C enhanced the soil workability significantly and is suggested for geotechnical engineering applications such as road pavements that are lightly trafficked.
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Setiawan, Dedy, and Rusdiansyah Rusdiansyah. "Behavior of CBR value of laterite soil mixed with metakaolin." Technium: Romanian Journal of Applied Sciences and Technology 25 (November 13, 2024): 53–59. http://dx.doi.org/10.47577/technium.v25i.11932.
Full textAbstract:
Laterite soil is a material widely used for civil engineering purposes in South Kalimantan. Most laterite soil has low bearing capacity due to high clay and plastic content, causing cracks and damage, especially when mixed with a fairly high volume of water. Therefore, this study aimed to improve the soil through stabilization using metakaolin. An experimental study was conducted using laterite soil from Mount Kupang, Cempaka Village, Banjarbaru. This soil wasmixed with metakaolin on various percentage variations of the mixture, namely 2%, 4%, 6%, 8%, and 10% of the weight. The incubation period of the sample commences from 3, 7, and 14 days. Some of the test conducted include soil consistency limits (Atterberg limit test), soaked laboratory, and unconfined compressive strength (UCT). The result showed an effect on the characteristics of laterite soil mixed with metakaolin. The Plasticity Index (PI) value of laterite soil experienced a constant decrease due to the influence of methakoline by 14.75%. The soaked CBR value increased in a mixture of 2 to 8% metakaolin, but there was a decrease in the case of 10% at a curing time of 3, 7, and 14 days. Furthermore, the maximum soaked CBR value in laterite soil samples was mixed with 10% metakaolin at a curing period of 14 days and experience a percentage increase of 43.47%. The maximum qu value also increased by 42.02% in a mixture of 8% metakaolin and decreased in a 10% metakaolin at a curing time of 14 days.
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Njuikom Djoumbi, Verlène Hardy, Valentine Yato Katte, Idriss Franklin Tiomo, and Armand Sylvain Ludovic Wouatong. "Effects of Palm Kernel Shells (PKS) on Mechanical and Physical Properties of Fine Lateritic Soils Developed on Basalt in Bangangté (West Cameroon): Significance for Pavement Application." Applied Sciences 14, no. 15 (2024): 6610. http://dx.doi.org/10.3390/app14156610.
Full textAbstract:
The utilization of an agricultural waste product known as palm kernel shells (PKS) combined with fine laterites (from basalt in Bangangté, West Cameroon) to produce low-cost and innovative materials with good bearing capacities for road pavement was investigated. Fine laterites from two soil profiles (BL31 and BL32) and made up of kaolinite, hematite, goethite, gibbsite, anatase, ilmenite and magnetite minerals were partially replaced with PKS at 15%, 25%, 35%, and 45% by weight. Physical and mechanical tests, including particle size distribution, Atterberg limits, unsoaked and soaked California Bearing Ratio (UCBR and SCBR), unconfined compressive strength (UCS), and tensile strength (Rt), were performed on the different mixtures. After the addition of PKS, a decrease in fine particle content (77 to 38%), liquidity limit (LL: 72 to 61%), plasticity index (PI: 30 to 19%), maximum dry density (MDD: 1.685 to 1.29 t/m3), and optimum moisture content (OMC: 27.5 to 24.0%) was noticed. Additionally, there was an increase in UCBR (16–72%), SCBR (14–66%), UCS (1.07–7.67 MPa), and Rt (2.24–9.71 MPa). This allows new materials suitable for the construction of base layers for low trafficked roads (T1–T2), as well as sub-base and base layers for high trafficked roads (T3), to be obtained. This newly formed material can be recommended locally for road construction works, though more in-depth studies are required.
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Saing, Zubair, Lawalenna Samang, Tri Harianto, and Johannes Patanduk. "MECHANICAL CHARACTERISTIC OF FERRO LATERITE SOIL WITH CEMENT STABILIZATION AS A SUBGRADE MATERIAL." International Journal of Civil Engineering and Technology (IJCIET) 8, no. 3 (2017): 609–16. https://doi.org/10.5281/zenodo.1238382.
Full textAbstract:
This study aimed to determine and evaluated the mechanical characteristic of the potential ferro laterite soil with cement stabilization to be used as base material. Ferro laterite soil obtained from three different sampling sites at the East Halmahera Regency. The sampling process of conventional excavation on the surface, soil sample is inserted into the sample bag and labeling as LH1 for first location, LH2 for the second location, and LH3 for a third location. Furthermore, soil prepared for testing the physical properties. The sampling results were tested for physical properties of the soil according to ASTM and SNI standardization, involved testing; moisture content, particle size distribution, specific gravity, and the limits of Atterberg, as well as compaction test. Making of the soil test specimen is done by mixing the ferro laterite soil with the addition of cement in a composition of 3%, 5%, 7%, and 10% on the initial condition of maximum density and optimum moisture content standard Proctor test results. Cylindrical test specimen with dimensions H = 2D, then cured for 3, 7, 14, and 28 days before being tested for soil compressive strength with UCS testing. The test results showed that the ferro laterite soil stabilization with cement increases the compressive strength for the three types of ferro laterite soil that is significantly until the curing time of 28 days (73-357 kPa, 79-588 kPa, 62-450 kPa, respectively for LH1, LH2 and LH3), resulting with an increase in the percentage of cement addition. Based on these test results, the ferro laterite soil has the potential to be used as road base material and construction material, but it is necessary to test in detail the physical model (prototype) prior to implementation in the field
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Saing, Zubair, Lawalenna Samang, Tri Harianto, and Johannes Patanduk. "Quick Lime Stabilization of Ferro Laterite Soil to Subgrade Material Implementation." International Journal of Science and Research 5, no. 11 (2016): 582–86. https://doi.org/10.5281/zenodo.3725018.
Full textAbstract:
This study aimed to determine and evaluate the strength characteristics of ferro laterite soil with lime stabilization on a particular mixture composition. Ferro laterite soil obtained from three different locations with conventional sampling process at 0-1 meters of depth, wrapped in the sample bag and labeled according to the location, namely LH1 for the Subaim location, LH2 for Buli location, and LH3 for Maba location. The sampling results were tested for physical properties of the soil according to ASTM and SNI standardization, involved testing; moisture content, particle size distribution, specific gravity, and the limits of Atterberg, as well as compaction test. Making of the soil test specimen is done by mixing the ferro laterite soil with the addition of lime in a composition of 3%, 5%, 7%, and 10% on the initial condition of maximum density and optimum moisture content standard Proctor test results. Cylindrical test specimen with dimensions H = 2D, then cured for 3, 7, 14, and 28 days before being tested for soil compressive strength with UCS testing. The test results showed that the ferro laterite soil stabilization with lime increases the compressive strength for the three types of ferro laterite soil that is significantly until the curing time of 28 days (72-254 kPa, 156-291 kPa, 80-272 kPa, respectively for LH1, LH2 and LH3), resulting with an increase in the percentage of lime addition. Similarly, the increase in curing time up to 28 days, resulting in an increase of soil compressive strength, in which the bond between grains of soil with lime increasingly stable. Based on these test results, the ferro laterite soil has the potential to be used as road base material and construction material, but it is necessary to test in detail the physical model (prototype) prior to implementation in the field
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Ogundipe, Olumide Moses, Jonathan Segun Adekanmi, Olufunke Olanike Akinkurolere, and Peter Olu Ale. "Effect of Compactive Efforts on Strength of Laterites Stabilized with Sawdust Ash." Civil Engineering Journal 5, no. 11 (2019): 2502–14. http://dx.doi.org/10.28991/cej-2019-03091428.
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This study investigates the effects of different compactive efforts on the strength of laterites stabilized with sawdust ash (SDA). Laterites in the categories of A-7-5 and A-7-6 were considered because they are not suitable in the natural states as subgrade materials. The geotechnical properties of the laterites in their natural states were determined. The sawdust was burnt and sieved through 600micron. The sawdust ash (at 2%, 4%, 6%, 8% and 10%) was added to the laterites and the atterberg limits were determined, while the California bearing ratio and Unconfined compression test were determined using three compactive efforts (596, 1192 and 2682KN-m/m3).It was generally observed that the maximum dry densities of the natural and stabilised laterites increase with increase in the compactive efforts, while the optimum moisture contents reduce. The plasticity indices of the laterites increased with the addition of SDA. The optimum values of the MDDs (2006 and 1878 kg/m3) were observed at 4% and 6% SDA of 2682 kN-m/m3 compactive effort for samples A and B, respectively. The soaked and unsoaked CBR values of the soils at natural state are 4.89 and 16.33%, and 3.4 and 5.62% for samples A and B, respectively. The results indicate that the higher the compactive efforts, the higher the CBR values of the two samples. Increase in SDA contents of soil samples A and B showed a non-predictable trend on their CBR values. The Unconfined Compressive Strength values at natural and treated states fell below the requirements. Generally, it was found that the use of sawdust ash alone as stabilizer was not effective. Therefore, it was concluded that future studies should consider the use of the sawdust ash in combination with cement or lime.
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Gaspard, Ukwizagira, and Mbereyaho Leopold. "Strength Assessment of Improved Adobe Brick Using Natural Stabilizers." Mediterranean Journal of Basic and Applied Sciences (MJBAS) 7, no. 1 (2023): 14–26. https://doi.org/10.46382/MJBAS.2023.7102.
Full textAbstract:
Adobe or mud brick building technique is an ancient technique dating back at least to 8300 BC. The oldest continually inhabited structures in the world are made in adobe. Adobe brick have revealed many advantages such as low cost, simple construction, excellent thermal and acoustic properties. Dispute these advantages, adobe buildings experience many problems, like water effect and low brick strength, among others. The objective of this study was to assess the strength of adobe brick made from natural soils and stabilized using laterite, fine sand and fibrous grass. The study first checked the quality of all used materials components, and then with reference to the USCS, the classification and quality of those materials were determined. Afterwards, the controlling brick sample made of natural soil, and the stabilized brick made of natural soils with stabilizers were manufactured using the mix ratio of 50% natural soil, 30% of laterite, 15% of fine sand and 5% of fibrous grass. After the bricks curing, the compressive strength test was performed. It was observed that the adobe brick strength was improved from 1.04 N/mm<sup>2</sup> to 2.128 N/mm<sup>2</sup> after its stabilization. Further studies were recommended regarding the improvement of adobe bricks performance using other soils mixture content, or other types of stabilizers with target to achieve the strength of stabilized soil bricks with cement or even the strength of burnt bricks.
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JONG, E. DE, D. F. ACTON, and H. B. STONEHOUSE. "ESTIMATING THE ATTERBERG LIMITS OF SOUTHERN SASKATCHEWAN SOILS FROM TEXTURE AND CARBON CONTENTS." Canadian Journal of Soil Science 70, no. 4 (1990): 543–54. http://dx.doi.org/10.4141/cjss90-057.
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The soil water contents at the liquid and plastic limits (the Atterberg limits) are widely used in the classification of soils for engineering purposes. Approximately 500 soil samples (129 Ap horizons and 417 B and C horizons) collected over several years as part of the ongoing soil survey program in Saskatchewan were analyzed for texture and Atterberg limits. On about half of the samples water retention (−33 kPa and −1500 kPa matric potential and air dryness), and organic and inorganic C were also determined. The relationship between the Atterberg limits and soil properties was explored through correlation and regression analysis. Clay and organic matter content explained most of the observed variation in the Atterberg limits of the Ap horizons. Clay was the most important independent variable in the B and C horizons, while inorganic C had only a relatively small impact. Key words: Atterberg limits, texture, organic and inorganic C