Engineering Properties Of Lateritic Soil Research Articles

Effect of Electric Arc Furnace Slag on the Engineering Properties of Lateritic Soil

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.

An Experimental Study on Compaction Behavior Of Lateritic Soils Treated with Quarry Dust Based Geopolymer Cement

Due to the scarcity of well-graded gravel materials, lateritic soils are widely used for road construction in tropic areas. However, lateritic soils often do not meet the strict requirement for subgrade and need to be improved to be used as construction material. Among several approaches used to enhance the engineering properties of lateritic soils, the use of industrial waste materials, such as fly ash, granulated blast furnace slag, is of particular interest to the construction industry as a potential replacement material for Portland cement in soil stabilization. Meanwhile, some effort has been made to study the use of quarry dust in stabilizing lateritic soils. The present work aims at assessing the compaction characteristics of three different types of lateritic soils, treated with quarry dust based geopolymer cement. A systematic study by varying the proportion of geopolymer cement was carried out. Test results show that the soil dry density substantially increased while the corresponding optimal moisture content decreased with the amount of geopolymer cement under varying compactive effort.

Appropriate Use of Lime in the Study of the Physicochemical Behaviour of Stabilised Lateritic Soil under Continuous Water Ingress

Lime stabilisation is one of the traditional methods of improving the engineering properties of lateritic soils for use as subgrade and foundation materials for the construction of road pavements and highway embankments. Understanding the mechanical performance of lime-stabilised lateritic subgrades in terms of their durability under continuous water ingress will improve environmental sustainability by conserving scarce natural resources and reducing the environmental impacts of repair and replacement of pavements. However, there are several conflicting reports on the durability of lime-stabilised soils subjected to continuous water ingress and harsh environmental conditions. Therefore, this paper evaluates the influence of leaching on the physicochemical behaviour and durability of lime-stabilised lateritic soil under continuous water ingress, simulating the typical experience in a tropical environment. Variations in the strength and durability of the lateritic soil at various lime contents (0, 2.5, 5, 7.5, 10, 15, and 20 wt.%) and soaking periods (3, 7, 14 and 28 days) were evaluated by performing the California bearing ratio tests before and after subjecting the lime-lateritic soil (LLS) samples to continuous leaching using two modified leaching cells. Furthermore, physicochemical analysis was performed to assess the variation of cation concentrations and changes in the physical properties of the pore fluid as the leaching time progressed from 3 to 28 days. The results show that the minimum strength reduction index of the soil corresponds to its lime stabilisation optimum (LSO). Electrical conductivity decreased monotonically and almost uniformly with an increase in leaching time, irrespective of lime content. So, too, was calcium concentration and to a lesser degree for pH and potassium concentration. Adverse changes in the physicochemical behaviour of the LLS samples occurred at lime contents below and slightly above the optimum lime content of the soil. Whereas permanent pozzolanic reactions occurred at lime contents above the LSO and thus resulted in a 45-fold increase in strength and durability. The results are significant for reducing the detrimental effect of the leaching-induced deterioration of flexible pavements founded on tropical floodplains.

Performance and evaluation of calcium carbide residue stabilized lateritic soil for construction materials

This research investigated the engineering properties of lateritic soil stabilized with calcium carbide residue (CCR), which is a by-product of an acetylene production process. The strength, modulus of elasticity and California Bearing Ratio of the stabilized soil were tested in both soaked and un-soaked conditions. The specimens were compacted under modified Proctor at optimum water content. Test result showed that the engineering properties of lateritic soil stabilized with CCR developed significantly over curing time, confirming the reaction between the calcium hydroxide in CCR and the pozzolanic material in the clay component of lateritic soil. The engineering properties of the un-soaked samples were higher than those of the soaked samples indicating the optimum water content was sufficient for the hydration reaction. The normalized engineering properties showed unique linear relationship when plotted against the log of curing time. This indicated that the pozzolanic reaction in CCR stabilized lateritic soil samples was the main factor for the engineering properties development in both un-soaked and soaked conditions. The unique linear relations could be used for the design for strength, modulus of elasticity and California Bearing Ratio of the stabilized soil.

Optimization of sisal fibre and rice husk ash usage on lateritic soil for construction of roadway

In the construction field, various stabilization techniques prevail that deploy diverse natural and synthetic materials. In the present study, the viability of utilizing sisal fibre (SF) and waste material, i.e. rice husk ash (RHA) on the properties of lateritic soil for construction of roadways have been investigated. Different geotechnical tests like Unconfined Compressive Strength (UCS) test, Compaction test and preliminary test are being performed on the 21 samples with different proportions prepared for the research work. It has been determined that the maximum dry density (MDD) is found to be 1.94 mg/m3 for the virgin soil at 20% RHA and 30% SF content and decreased to 1.70 mg/m3 when RHA and SF content were 0% and 30% respectively. Also, there was an increment of 116 kN/m2 for virgin soil to 145 kN/m2 when SF and RHA content were 40% & 10% respectively; even there was an increment of optimum moisture content (OMC) from 10.83% to 20.83% at 0% RHA and 30% sisal fibre content. Hence, the admixtures reinforced with soil will enhance the engineering properties of lateritic soil and providing an economical as well as eco-friendly method of soil stabilization.

Stabilisation of lateritic soil with pulverised ceramic waste for road construction

Lateritic soil is used for the construction of road pavement layers in the tropics. The engineering properties of lateritic soil can be improved by using additives in order to make it suitable for road pavement construction. Such additives can be agricultural waste or other suitable materials. In this research, the influence of adding varying proportions of pulverised ceramic waste (PCW) to lateritic soil was evaluated. The materials used for the study were lateritic soil and PCW samples. The control and lateritic soil samples with addition of 5%, 7.5%, 10% and 12.5% PCW were considered for specific gravity, grain size analysis, Atterberg limits, compaction, California bearing ratio and unconfined compressive strength tests. The plasticity index reduced from 12.17% to 11.98% from the control (0%) to 12.5% addition of PCW; the maximum dry density increased from 1.76 to 1.95 kN/m3 while the corresponding optimum moisture content of the lateritic soil decreased from 14.76% to 11.63%. The specific gravity of the lateritic soil and PCW were 2.63 and 2.82 respectively. The addition of 12.5% PCW increased the California bearing ratio and the unconfined compressive strength of the lateritic soil by 129% and 175% respectively.

Stabilisation of lateritic soil with pulverised ceramic waste for road construction

Lateritic soil is used for the construction of road pavement layers in the tropics. The engineering properties of lateritic soil can be improved by using additives in order to make it suitable for road pavement construction. Such additives can be agricultural waste or other suitable materials. In this research, the influence of adding varying proportions of pulverised ceramic waste (PCW) to lateritic soil was evaluated. The materials used for the study were lateritic soil and PCW samples. The control and lateritic soil samples with addition of 5%, 7.5%, 10% and 12.5% PCW were considered for specific gravity, grain size analysis, Atterberg limits, compaction, California bearing ratio and unconfined compressive strength tests. The plasticity index reduced from 12.17% to 11.98% from the control (0%) to 12.5% addition of PCW; the maximum dry density increased from 1.76 to 1.95 kN/m3 while the corresponding optimum moisture content of the lateritic soil decreased from 14.76% to 11.63%. The specific gravity of the lateritic soil and PCW were 2.63 and 2.82 respectively. The addition of 12.5% PCW increased the California bearing ratio and the unconfined compressive strength of the lateritic soil by 129% and 175% respectively.

Characterisation of Lateritic Soil from Selected Locations along Ibadan – Oyo Expressway for Highway Pavement Construction

A good understanding of the engineering properties of lateritic soil is highly essential for effective use of the soil for highway pavement construction. The alarming rate of highway pavement failures within the study area has been attributed to paucity of information on the properties of the soil within the study zone. Therefore, the lateritic soils along selected locations along Ibadan – Oyo were characterised for their suitability for highway construction. Ten (10) lateritic soil samples were collected and they were labelled Trial Pit (TP) 1 to 10. The samples were subjected to the following laboratory tests: Sieve analysis, Liquid Limit (LL), Plastic Limit (PL), and Shrinkage Limit (SL), British Standard (BS), West African Standard (WAS), Modified AASHTO compaction and California bearing ratio. The samples were classified using AASHTO classification system. The results of the sieve analyses for percentage passing the 75 m ranged from 15.6 – 33.7%, LL, PL and SL ranged from 30.1 – 39.2%, 2.6 – 23.1%, and 2.1 – 9.3%, respectively. The maximum dry density (MDD) and optimum moisture content (OMC) for British, West African and Modified AASHTO compaction ranged from (1.48 – 1.94 g/cm’ and 10.40 – 16.40%), (1.69 – 2.40 g/cm’ and 9.60-14.40%) and (1.79 – 2.60 g/cm’ and 6.60- 11.60%), respectively. The ten samples are classified as A-2-6 soil. Based on the characterisation, all the samples are only suitable for fill and subgrade except sample TP2 that is also suitable for subbase and base course construction in highway pavement.

Development of Analytical Relationships Among Engineering Properties of Lateritic Soil as Pavement Materials

Development of Analytical Relationships Among Engineering Properties of Lateritic Soil as Pavement Materials

Utilization of pulverized cow bone (PCB) for stabilizing lateritic soil for road work

This research explored the possibility of improving the engineering properties of lateritic soil with pulverized cow bone (PCB), a processed animal waste obtained from slaughtered cows, for road construction. The effects of PCB on the lateritic soil samples were evaluated by adding 5–12.5% PCB with a constant increment of 2.5% to the lateritic soil. The lateritic soil had a liquid limit of 36%, a plastic limit of 25.06% and a plasticity index of 10.94%. The plasticity of the lateritic soil is low; hence the lateritic soil may not be susceptible to cracking or shrinkage. The specific gravity of the lateritic soil is 2.59 while that of the PCB is 2.25. Though the values of the California bearing ratio and unconfined compressive strength increased from 15.50–22.3% and 67.25–204.18 kN/m2, respectively with the addition of 0–12.5% PCB, the compaction results did not suggest that PCB can be added to the lateritic soil endlessly. The chemical reaction between silicon and calcium oxides, which were predominant in PCB and lateritic soil respectively, may have implication for the engineering properties of the soil. From the results of the study, an addition of 5% PCB is recommended to improve the engineering properties of the lateritic soil for road construction.

Effect of Bagasse Ash on Some Engineering Properties of Lateritic Soil

Effect of Bagasse Ash on Some Engineering Properties of Lateritic Soil

Engineering Properties of Lateritic Soils around Dall Quarry in Sango Area, Ilorin, Nigeria

Lateritic soils at the DALL Quarry in Ilorin metropolis (Sango area), southwestern Nigeria were investigated with respect to their geotechnical properties and their suitability as construction materials. The two samples collected fall within the basement complex and they overly the migmatite-gneiss complex rocks. The grain size analysis shows that soil sample ADET 1 is silt-clayey, very gravelly sand while sample ADET 2 is gravelly, silt-clayey sand. Atterberg consistency limit test shows that ADET 1 has 40% liquid limit, 18.2% plastic limit, 21.8% plasticity index, 7.4% shrinkage limit and an activity of 0.95 (normal clay). ADET 2 has 46% liquid limit, 23.5% plastic limit, 22.5% plasticity index, 8.2% shrinkage limit and an activity of 0.63. The soil samples are above the activity (A) line in the zone of intermediate plasticity (CL) which means that they are inorganic soils. The samples contain inactive clay suggesting little or no swelling tendency and therefore good for construction material and this would prohibit foundation failure during foundation settlement. The California Bearing Ratio (CBR) values are 1-4 % (average = 2.5%) and 3-5% (average = 4%) in ADET 1 and ADET 2 respectively which means that they are good as sub-grade construction materials. The cohesion ranges from 60-100Kpa (average = 75%) and the angle of internal friction ranges from 31o- 35o with an average of 33o. The geotechnical analyses results show that the soils have high bearing capacity with little or no volume change and therefore can be used as construction materials in engineering works. Thus, the soil could support shallow foundation, dam construction, homogeneous embankments, slope stability and sub-grade materials in road constructions.

Utilisation of fly ash to improve the engineering properties of lateritic soil

This study examined the potential utilisation of fly ash obtained from a coal fired thermal power station to improve the engineering properties of a residually derived lateritic soil. The evaluation involved the determination of a number of geotechnical parameters used to assess performance of stabilised earthen materials such as index properties, compaction characteristics, hydraulic conductivity, compressive strength and desiccation induced shrinkage. Soil mixtures with varying proportions of fly ash (0%–20%) were compacted at predetermined optimum moisture contents with three compactive efforts namely British Standard Light (BSL), West African Standard (WAS) and British Standard Heavy (BSH) that represent the minimum, medium and maximum efforts expected in the field. Results showed that the plasticity index (PI), dry unit weight, hydraulic conductivity and desiccation induced shrinkage were lowered on addition of fly ash. Conversely, optimum moisture content (OMC) as well as unconfined compressive strength increased. Overall, the engineering properties of the soil were enhanced thereby producing an improved construction material whose parameters are compatible with the desired values for engineering performance.

Engineering properties of lateritic soils from Khon Kaen and its vicinity, Thailand : L. Archwichai & 6 others, Journal of Southeast Asian Earth Sciences, 8(1–4), 1993, pp 549–556

Engineering properties of lateritic soils from Khon Kaen and its vicinity, Thailand : L. Archwichai & 6 others, Journal of Southeast Asian Earth Sciences, 8(1–4), 1993, pp 549–556

Engineering properties of lateritic soils from Khon Kaen and its vicinity, Thailand

Problems of local construction materials deficiency have for a long time been encountered in northeastern Thailand. Appropriate rock quarries are difficult to attain owing to the geological conditions of the region. However, lateritic soils are extensively and economically available. They have a long history of use as local engineering materials for various building constructions but their potential as road and airfield embankments or fills for small earth dams and other engineering foundations needs to be further investigated. This paper describes some significant engineering properties of lateritic soils obtained from the investigations on 39 lateritic soil samples collected from 37 potential deposits in Khon Kaen and its vicinity. The laboratory analyses conducted in this investigation include Los Angeles abrassion test, grading analysis, Atterberg limits, standard compaction, C.B.R., slake durability, and pH of soils. The assessment of these materials in regard to road construction and other engineering practice is discussed and a summary of the results is presented.

Study on some engineering properties of lateritic soil : Chen, R H Proc 2nd International Conference on Geomechanics in Tropical Soils, Singapore, 12–14 December 1988V1, P245–251. Publ Rotterdam: A A Balkema, 1988

Study on some engineering properties of lateritic soil : Chen, R H Proc 2nd International Conference on Geomechanics in Tropical Soils, Singapore, 12–14 December 1988V1, P245–251. Publ Rotterdam: A A Balkema, 1988