Stabilization of A-2-7(0) Laterite Soil and Strength Characteristics Using Three Selected Cements Individually

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1 International Journal of Engineering and Technology Volume 6 No.4, April, 016 Stabilization of A--7(0) Laterite Soil and Strength Characteristics Using Three Selected Cements Individually I. Akiije Department of Civil and Environmental Engineering, University of Lagos, Akoka, Yaba, Lagos, Nigeria ABSTRACT This study investigated the stabilization of A--7(0) laterite soil and strength characteristics using grades 4.5N, 4.5R and 3.5N cements individually in such a manner as to improve the performance of the soil for highway pavement. In the process specimens prepared from laterite soil sample from Ondo town environs borrow pit in Nigeria for highway construction were subjected to laboratory tests. The values obtained from the laboratory tests for bulk density, dry density, specific gravity, wet sieve analysis, void ratio, porosity, degree of saturation, liquid limit, plastic limit and plasticity index of the laterite soil samples tested confirmed that it is a granular material of clayey gravel and sand. This group classification result shows that it is A--7(0) laterite soil that is good only as subgrade highway material. In order to improve and determine the performance of the soil at optimal level as a basecourse highway pavement material, it was subjected to stabilization comparison by using readily available cements of grades 4.5N, 4.5R and 3.5N. Stabilization of each cement type with A--7(0) laterite soil at cement content of 4%, 6%, 8%, 10%, 1% and 14% was carried out in order to determine the variations of OMC, MDD, UCS and CBR at maximum. Significantly, graphical presentation of the results of the A--7(0) laterite soil using the three selected cements separately shows that at maximum of 14% and optimal use of 8% cement content respectively of stabilization, it is the grade 3.5N cement of lower rating that has the highest values of UCS and CBR correspondingly. Soaked CBR values resulted from using grades 4.5N, 4.5R and 3.5N cements separately of the stabilized A--7(0) laterite soil are strongly related because the determination correlation R value = indicating that grade 4.5N cement should only be used in the absence of grade 3.5N cement and before the use of grade 4.5R cement. Keywords: Borrow Pit, Percentages, Graphical, Economical, Subbase, Basecourse, Correlation 1. INTRODUCTION Laterite soil at a particular location for highway pavement is usually not of the same strength at other locations along a given road particularly for a lengthy one. Long haulage of laterite soil may as well not be economical and so the nearby material may be stabilized and economically used for subbase or basecourse. Subgrade or highway foundation soil California Bearing Ratio (CBR) value may not be up to 5% and in such situation it has to be stabilized in place by making it suitable subbase before the placement of basecourse material in the construction of a road. Akinwumi (014) reported that in the tropical regions, laterite soils occupy about 3 percent of the land surface and selecting them for use as highway materials can be economically viable. He further reported that some of the lateritic soils are unsuitable for use as road construction materials because their properties do not comply with existing standard requirements. The reasons given by him are that some of laterite soils exhibit high plasticity, poor workability, low strength, high permeability, tendency to retain moisture and high natural moisture content. Mustapha (005) claimed that there are instances where laterite soil containing a large amount of clay minerals with weak strength and instability to sustain traffic load especially in the presence of moisture are common in many tropical regions and sourcing for alternative soil may prove uneconomical and hence it may be better to improve the available soil to meet the desired strength. Ali (01) claimed that soil stabilization is a process to improve the physical and engineering properties of soil to obtain some predetermined targets. Kadyali and Lal (008) and Akiije (015) claimed that stabilization of soils could be achieved using aggregate, bitumen, cement, salt, lime, sodium silicate, calcium chloride and resinous materials. The most economical stabilization methodology challenge the engineer is facing at a particular situation depends upon the choosing and using readily available stabilizer at a particular time whilst strength developed for the design and construction of the highway pavement (Osinubi and Amadi, 010); (Akinwumi, 014) and (Salahudeen and Akiije, 014). Soil stabilization using chemical compounds such as cement and lime increases soil strength parameters, enhances capacity and decreases soil settlement at low cost particularly in the projects that require a high volume of soil improvement (Ou et al., 011) and (Marto et al.,013). However, (Liu, et al., 011) claimed that analysis performed on traditional chemical stabilizers such as lime and cement are more common when compared with nontraditional researches that are done by mechanical stabilization. Latifi et al (013) claimed that traditional stabilizers include cement, lime, fly ash, and bituminous materials, while nontraditional stabilizers consist of various combinations such as enzymes, liquid polymers, resins, acids, silicates, ions, and lignin derivatives. Akinwumi et al., (01) claimed that the coarser the grain of a soil is the less water it requires to reach the optimum moisture content. Also, Wright and Dixon (003) and (Garber and Hoel, 010) claimed that as the compactive effort on soil increases so is the maximum density and whilst the moist content also decreases. Cement stabilization of soils usually involves the ISSN: IJET Publications UK. All rights reserved. 15

2 International Journal of Engineering and Technology (IJET) Volume 6 No. 4, April, 016 addition of 5% to 14% Portland cement by volume of the compacted mixture to the soil being stabilized which could be naturally occurring soil or artificially created soils or soilaggregate mixtures Wright and Dixon (003) and (Garber and Hoel, 010). Kadyali and Lal (008) claimed that the most popular design criterion for soil-cement is in terms of unconfined compressive strength after 7 days moist curing having the rage value of 1.7MN/m to.76mn/m using cylindrical specimen of ratio :1 height to diameter. The desirable range for CBR value for subbase layer is 0% to 30% and desirable range for basecourse is 80% to 100% according to Kadyali and Lal (008). According to BS EN (011) cement is a hydraulic binder, i.e. a finely ground inorganic material which, when mixed with water, forms a paste which sets and hardens by means of hydration reactions and processes and which, after hardening, retains its strength and stability even under water. Cement grade 4.5N indicates standard normal early strength at 8days by a prism of cement. Cement grade 4.5R indicates standard rapid higher early strength at 8days by a prism of cement. Cement grade 3.5N indicates standard normal strength at 8days by a prism of cement. The aim of this study is to compare and contrast strength characteristics of the stabilization of A--7(0) laterite soil using three selected cements that are of grades 4.5N, 4.5R and 3.5N individually. Specifically the objectives are: 1. To carry out laboratory tests in order to define basic and engineering properties of the laterite soil as well as when stabilized with the three cements individually.. To identify the best stabilizer when each one of them is used individually to stabilize A--7(0) laterite soil that will yield long-lasting subbase or basecourse material for highway pavement regarding strength. 3. To establish among the three stabilizers the one that will provide a cheaper stabilized subbase/basecourse material during the design and construction of the highway pavement. The main scope of work in this study therefore includes obtaining laterite soil material from a borrow pit meant for the preparation of stabilized subbase/basecourse of not far distance road and subjecting it to physical and chemical laboratory tests. The significance of this study is in ensuring the reliability that the chosen cement among the three stabilizers is most economical and will not quickly subject highway pavement surface to premature failure. The sample was air dried in the laboratory to take advantage of the aggregating potentials of lateritic soils upon exposure to air as claimed by Omotosho and Eze-Uzomaka (008). Tests were carried out and basic and engineering properties of the selected laterite soil in the laboratory were carried out in order to determine the values of bulk density, dry density, specific gravity, wet sieve analysis, void ratio, porosity, saturation degree, liquid limit, plastic limit and plasticity index. Three types of cements of grades 4.5N, 4.5R and 3.5N were purchased in 50 kg bag each from the market for use in the laboratory for stabilization tests. Strength tests were carried out on the air dried laterite soil stabilized with cements of grades 4.5N, 4.5R and 3.5N at cement content of 4%, 6%, 8%, 10%, 1% and 14% separately. For the strength tests, optimum moisture content (OMC) was first determined and then followed by maximum dry density (MDD). Unsoaked and soaked CBR tests were also carried out as well as uncured and cured unconfined compressive strength tests. Relationships among the soaked and unsoaked CBR values obtained from the three types of cements separately used for the stabilization of A--7(0) laterite soil were compared for determination correlation R values. 3. ANALYSIS OF RESULTS AND DISCUSSIONS Figure 1 shows that 35% maximum of the total laterite soil sample passing through sieve size mm by the way of wet sieve analysis employed indicated that it is a granular material. Table 1 expresses the basic and engineering properties of the laterite soil sample material tested in the laboratory based upon the methodologies defined by AASHTO (007) soil classification system. The laboratory determination of the particle-size distribution of the laterite soil sample shows that it is a granular material and falls into group classification of A-- 7(0). The group symbol A--7 shows that the laterite soil is of clayey gravel and sand while the group index 0 shows that it is a good material for subgrade. The values obtained from the laboratory tests for bulk density, dry density, specific gravity, void ratio, porosity, degree of saturation, liquid limit, plastic limit and plasticity index of the laterite soil samples tested confirmed that the material is clayey gravel and sand.. MATERIALS AND METHODOLOGY The laterite soil sample used in this study was obtained from a borrow pit in use for highway pavement construction in Ondo town and environs in Ondo State of Nigeria. Tests on the collected laterite soil sample were carried out in the laboratory of the Department of Civil and Environmental Engineering, Faculty of Engineering, University of Lagos, Nigeria. The tests were carried out according to the American Association of State and Transportation Officials (AASHTO, 007). ISSN: IJET Publications UK. All rights reserved. 16

3 International Journal of Engineering and Technology (IJET) Volume 6 No. 4, April, 016 Table 1: Basic and Engineering Properties of the selected laterite soil Figure 1: Grain size analysis of the A-6(10) natural laterite soil sample Table shows the comparison of the strength characteristics of the A- -7(0) laterite soil when stabilized with cements of grades 4.5N, 4.5R and 3.5N at maximum cement content of 14% individually. This Table shows that at maximum cement content of 14% laterite soil-cement stabilization the use of grade 3.5N cement proffered the lowest OMC value of 15.4% as well as the highest MDD of In the facet, specimens stabilized with grade 3.5N Mg / m 3 cement also have the highest CBR values of 166.5% and 1.5% for both soaked and unsoaked samples respectively. A--7(0) laterite specimens stabilized with grade 4.5N cement have slight higher CBR values of 159.5% and 11% for both soaked and unsoaked lateritic soil samples over that of grade 4.5R cement stabilization with values of 156% and 119.5% respectively. Also in Table, similar trends are seen for both cured and uncured unconfined compressive strengths of cements of grades 4.5N, 4.5R and 3.5N specimens of A--7(0) soil-cement stabilization. For cured and uncured UCS, values at maximum of 14% A--7(0) laterite soil-3.5n cement specimen stabilization has the highest values and respectively of the three cements used. Whilst A--7(0) soilcement stabilization using grade 4.5N cement cured and uncured UCS q values are 7.77 and u correspondingly, stabilizing this soil sample with cement of grade 4.5R resulted in 64.1 and respectively. In this aspect, it is pertinent to note that A-- 7(0) laterite soil with cured and uncured UCS values of and respectively, with consistency of medium stiff has been upgraded to very stiff consistency due to stabilization process by having q values ranging from to u Table : Results of A--7(0) laterite soil strength when stabilized with grades 4.5N, 4.5R and 3.5N cements at maximum of 14% separately Figures to 7 respectively show the variations and comparisons of unconfined compressive strength and the related strain when A--7(0) laterite soil samples were stabilized with cement grades 4.5N, 4.5R and 3.5N at maximum of 14% separately under uncured and cured ISSN: IJET Publications UK. All rights reserved. 17

4 International Journal of Engineering and Technology (IJET) Volume 6 No. 4, April, 016 conditions in the laboratory. Figure shows the variation of uncured UCS with strain of the A--7(0) laterite soil stabilized with cement grade 3.5N increasing at cement content of 0%, 4%, 6%, 8%, 10%, 1%, and 14% with corresponding values of as , , , , , , and Figure 3 also shows the variation of uncured UCS with strain of the A--7(0) laterite soil stabilized with cement grade 4.5N increasing at cement content of 0%, 4%, 6%, 8%, 10%, 1%, and 14% with corresponding values of as , , , , , , and Figure 4 similarly shows the variations of uncured UCS with strain of the A--7(0) laterite soil stabilized with cement grade 4.5R increasing at cement content of 0%, 4%, 6%, 8%, 10%, 1%, and 14% with corresponding values of as , , , , , , and On the other hand, Figure 5 displays the variations of cured UCS with strain of the A--7(0) laterite soil stabilized with cement grade 3.5N increasing at cement content of 0%, 4%, 6%, 8%, 10%, 1%, and 14% with corresponding values of as , , , , 3.658, , and Likewise, Figure 6 displays the variations of cured UCS with strain of the A--7(0) laterite soil stabilized with cement grade 4.5N increasing at cement content of 0%, 4%, 6%, 8%, 10%, 1%, and 14% with corresponding values of as , , , , , , and Figure 7 as well displays the variations of cured UCS with strain of the A--7(0) laterite soil stabilized with cement grade 4.5R increasing at cement content 0%, 4%, 6%, 8%, 10%, 1%, and 14% with corresponding values of as , , , , ,, and Figure : Variation of uncured UCS to strain of the A--7(0) laterite soil stabilized with grades 3.5N cement at varying percentages Figure 3: Variation of uncured UCS to strain of the A--7(0) laterite soil stabilized with grades 4.5N cement at varying percentages ISSN: IJET Publications UK. All rights reserved. 18

5 International Journal of Engineering and Technology (IJET) Volume 6 No. 4, April, 016 Figure 4: Variation of uncured UCS to strain of the A--7(0) laterite soil stabilized with grades 4.5R cement at varying percentages Figure 6: Variation of cured UCS to strain of the A--7(0) laterite soil stabilized with grades 4.5N cement at varying percentages Figure 7: Variation of cured UCS to strain of the A--7(0) laterite soil stabilized with grades 4.5R cement at varying percentages Figure 5: Variation of cured UCS to strain of the A--7(0) laterite soil stabilized with grades 3.5N cement at varying percentages Figure 8 shows the variation of uncured and cured unconfined compressive strength with varying cement content of 0%, 4%, 6%, 8%, 10%, 1, and 14% for the A--7(0) laterite soil stabilized with cement grades 4.5N, 4.5R and 3.5N separately. The A--7(0) laterite soil at 0% of cement content stabilization or natural state uncured and cured is of medium stiff consistency for the values are and respectively. Cured UCS at 4% of A--7(0) laterite soil-3.5n cement stabilization is with stiff consistency other cured and uncured specimens q values u ISSN: IJET Publications UK. All rights reserved. 19

6 International Journal of Engineering and Technology (IJET) Volume 6 No. 4, April, 016 are from to indicating that they are of medium stiff consistency. Also, cured UCS at 6% of A- -7(0) laterite soil-3.5n cement stabilization is with very stiff consistency, other cured and uncured specimens to values are from indicating that they are of stiff consistency. It is pertinent to note that the values of cured UCS at 8%, 10%, 1% and 14% of A--7(0) laterite soil-3.5n cement stabilization are , 3.658, and indicating that they are of very stiff consistency. Cured UCS at 10%, 1% and 14% only of A--7(0) laterite soil-4.5n and 4.5R cement stabilization are of very stiff consistency for having values ranging from to Also, the values of uncured UCS at 1% and 14% of A--7(0) laterite soil-3.5n cement stabilization are and indicating that they are of very stiff consistency, whereas uncured UCS at 14% only of A--7(0) laterite soil-4.5n and 4.5R cement stabilization are of very stiff consistency for having values of and laterite soil-4.5n, 4.5R and 3.5N cement stabilization the soaked CBR values are 59.5%, 59.75% and 61.5% respectively which are of higher than 30% standard recommendation at maximum for highway subbase. Furthermore, Figure 10 displays the soaked CBR values at 6%, 7%, 8%, 9%, 10%, 1% and 14% cement content upon stabilization of A--7(0) laterite soil of cement grade 4.5N, 4.5R and 3.5N. In the figure, cement grade 3.5N proffered highest CBR values of stabilized specimens as indicated by their respective values with 88%, 110.5%, 14%, 148.5% and 166.5% while comparing same related values of cement grades 4.5N and 4.5R. Figure 8: Variation of UCS uncured and cured compressive strength with varying cement content upon A--7(0) laterite soil stabilization Figure 9 displays the variation of unsoaked California Bearing Ratio with varying amount of cement upon A--7(0) laterite soil stabilization with cement grades 4.5N, 4.5R and 3.5N separately. This figure indicates that the unsoaked California Bearing Ratio at 0% of A--7(0) natural laterite soil is 3.5%. The value obtained is higher than 11% CBR value which is the standard recommendation for highway subgrade or foundation. Also, at 4% of A--7(0) laterite soil-4.5n, 4.5R and 3.5N cements stabilization, the unsoaked CBR values are 34.75%, 3.75% and 40.75% respectively which are higher than 30% standard recommendation for highway subbase. Figure 9 shows the unsoaked CBR values at 6%, 7%, 8%, 9%, 10%, 1% and 14% cement content upon stabilization of A--7(0) laterite soil of cement grade 4.5N, 4.5R and 3.5N. Also in the Figure 9, cement grade 3.5N proffered the highest CBR values of specimens as indicated by their respective values with 79.5%, 9.5%, 107.5%, 113% and 1.5% as compared to related values while using cement grades 4.5N and 4.5R. Figure 10 displays the variation of soaked California Bearing Ratio of the A--7(0) laterite soil stabilized with grades 4.5N, 4.5R and 3.5N cements separately. This figure indicates that the soaked California Bearing Ratio value at 0% of A--7(0) natural laterite soil is 9.5% which is satisfactory because it is between 5% and 11% CBR standard range values recommended for highway subgrade or foundation. Also at 4% of A--7(0) Figure 9: Variation of unsoaked California Bearing Ratio with varying amount of cement content upon A--7(0) laterite soil stabilization ISSN: IJET Publications UK. All rights reserved. 130

7 International Journal of Engineering and Technology (IJET) Volume 6 No. 4, April, 016 Figure 10: Variation of soaked California Bearing Ratio with varying amount of cement content upon A--7(0) laterite soil stabilization Figure 11: Relationship between unsoaked CBR values resulted from using grades 4.5N and 3.5N cements separately of the stabilized A--7(0) laterite soil Figure 11 illustrates the relationship between unsoaked CBR of A--7(0) laterite soil stabilized with grade 3.5N and 4.5N cements separately. This correlation graph follows a linear pattern with coefficient of determination and correlation R of Equation 1. R y x.7854 (1) Also, Figure 1 demonstrates the relationship between unsoaked CBR of A--7(0) laterite soil stabilized with grades 3.5N and 4.5R cements individually. This correlation graph follows a linear pattern with coefficient of determination and correlation R y x.9818 R of Equation. () Figure 1: Relationship between unsoaked CBR values resulted from using grades 4.5R and 3.5N cements separately of the stabilized A--7(0)laterite soil Likewise, Figure 13 validates the relationship between unsoaked CBR of A--7(0) laterite soil stabilized with grades 3.5N and 4.5N cements separately. Correlation graph developed follows a linear model with coefficient of determination and correlation Equation 3. R y x 0.35 (3) R of Correspondingly, Figure 14 exhibits the relationship between unsoaked CBR of A--7(0) laterite soil stabilized with cement grades 3.5N and 4.5R individually. Correlation diagram developed follows a linear model with coefficient of determination Equation 4. R and correlation R of y x.7854 (4) Figure 13: Relationship between soaked CBR values resulted from using grades 4.5N and 3.5N cements separately of the stabilized A--7(0) laterite soil ISSN: IJET Publications UK. All rights reserved. 131

8 International Journal of Engineering and Technology (IJET) Volume 6 No. 4, April, 016 Figure 14: Relationship between soaked CBR values resulted from using grades 4.5R and 3.5N cements separately of the stabilized A--7(0) laterite soil 4. CONCLUSIONS AND RECOMMENDATIONS A natural laterite soil sample from a road borrow pit in Ondo town environs in Ondo State of Nigeria was tested in the laboratory to determine its basic soil properties, Atterberg limits, grain size analysis, compaction, unconfined compressive strength and California Bearing Ratio. The soil sample was further tested in the laboratory by chemical stabilization using cements of grades 4.5N, 4.5R and 3.5N individually in percentages of 4%, 6%, 8%, 10%, 1% and 14%. Based upon the study, the following are the conclusions and able recommendations. 1. The result of the grain size analysis and Atterberg limit tests show that the laterite soil sample experimented is A- -7(0) laterite soil material and it is a granular clayey gravel and sand that is good for subgrade.. The lower the optimum moisture content of the stabilized soil specimen the higher the maximum dry density. At maximum cement content of 14% of A--7(0) laterite soil stabilization of the three types of cement individually, grade 3.5N cement has the lowest value of OMC that is 15.4% and also has highest amount of MDD value which is Mg/m³. 3. The higher the cement content of the stabilized soil specimen the higher the CBR value for both unsoaked and soaked specimens. At maximum cement content of 14% of A--7(0) laterite soil stabilization with the three types of cement individually, grade 3.5N cement has the highest values of unsoaked and soaked CBR of 1.5% and % respectively. 4. The higher the cement content of the stabilized soil specimen the higher the UCS as well as the strain for both uncured and cured specimens. At maximum cement content of 14% of A--7(0) laterite soil stabilization with the three types of cement individually, grade 3.5N cement has the highest values of respective uncured and cured UCS of and respectively with each having the strain value of There is strong relationship between the stabilized A-- 7(0) laterite soil specimens with cement grades 3.5N and 4.5 R for unsoaked and soaked CBR because their correlation R values are and respectively. However, stronger relationship exists between the stabilized A--7(0) laterite soil specimens with cement grades 3.5N and 4.5N for unsoaked and soaked CBR because their correlation R values are and respectively. 6. With the availability of the three cements of grades 3.5N, 4.5N and 4.5 R for the stabilization of A--7(0) laterite soil, the cement grade 3.5N is most viable economical. However, in its absence cement grade 4.5N is preferable to cement grade 4.5R. 7. Cement grade 3.5N at 8% cement content stabilization of A--7(0) laterite soil proffered optimal strength of and respectively for uncured and cured UCS for highway pavement design while comparing same with the other cement of grades 4.5N and 4.5R with the values and for the former before and for the later. Kadyali and Lal (008) declared basecourse strength value between and as design criterion for soilcement stabilization in terms of the unconfined compressive strength after 7 days moist curing. 8. Also, cement grade 3.5N at 8% cement content stabilization of A--7(0) laterite soil proffered optimal strength of 9.5% and 110.5% respectively for unsoaked and soaked CBR for highway pavement design while comparing same with the other cement of grades 4.5N and 4.5R with the values 91.1% and 107% for the former before 89.5% and 10.5% for the later. Kadyali and Lal (008) declared basecourse strength value between 80% and 100% as design criterion for soil-cement stabilization in terms of soaked CBR test. REFERENCES AASHTO (007): Standard Specifications for Transportation Materials and Methods of Sampling and Testing, American Association of State Highway and Transportation Officials, 7th ed., Washington D.C Akiije, I. (015): Comparison Characterization of A-6(10) Laterite Soil Stabilized With Powermax Cement and Hydrated Lime Separately, International Journal of Engineering and Technology, Volume 5 No. 7, Akinwumi, I. (014): Plasticity, Strength and Permeability of Reclaimed Asphalt Pavement and Lateritic Soil Blends, International Journal of Scientific & Engineering Research, Volume 5, Issue 6, Akinwumi, I. I.; Adeyeri, J.B. and Ejohwomu, O.A. (01): Effects of Steel Slag Addition on the Plasticity, Strength and Permeability of Lateritic Soil, Proceedings of the Second ISSN: IJET Publications UK. All rights reserved. 13

9 International Journal of Engineering and Technology (IJET) Volume 6 No. 4, April, 016 International Conference of Sustainable Design, Engineering and Construction, Texas, Ali, F. (01): Stabilization of Residual Soils Using Liquid Chemical. The Electronic Journal of Geotechnical Engineering Science and Technology, (1), BS EN (011): Composition, Specifications and Conformity Criteria for Common Cements, British Standard Institution Garber, N. J. and Hoel L, A (010): Traffic and Highway Engineering, 4th edition, Cengage learning Stamford, USA Kadyali, L. R. and Lal, N. B. (008): Principles and Practices of Highway Engineering (Including Expressways and Airport Engineering), Romesh Chander Khanna, -B, Nath Market, Nai Sarak, Delhi, India Latifi, N., Marto, A., and Eisazadeh, A. (013): Structural Characteristics of Laterite Soil Treated by SH-85 and TX-85 (Non-traditional) Stabilizers. The Electronic Journal of Geotechnical Engineering 18 (Bund, C), Liu, J., Shi, B., Jiang, H., Huang, H., Wang, G., & Kamai, T. (011): Research on the Stabilization Treatment of Clay Slope Topsoil by Organic Polymer Soil Stabilizer, Engineering Geology, 117(1), Marto, A., Latifi, N. and Sohaei, H. (013): Stabilization of Laterite Soil Using GKS Soil Stabilizer. The Electronic Journal of Geotechnical Engineering 18 (Bund, C), Mustapha, M.A. (005): Effect of Bagasse Ash on Cement Stabilized Laterite, Seminar Paper Presented at the Department of Civil Engineering, Ahmadu Bello University, Zaria, Nigeria Omotosho, O. and Eze-Uzomaka, O.J. (008): Optimal Stabilization of Deltaic Laterite. Journal of the South African Institution of Civil Engineering, Vol. 50, No., Pages 10 17, Paper 673 Osinubi, K. J. and Amadi, A. A. (010): Evaluation of Strength of Compacted Lateritic Soil-Bentonite Mixture for Use as Landfill Linear and Cover, Journal of Engineering Research, JER-13, No. 3 Ou, O., Zhang, X. G., & Yi, N. P. (011): The Experimental Study on Strength of Subgrade Soil Treated with Liquid Stabilizer, Advanced Materials Research, 194, Salahudeen, A. B. and Akiije, I. (014): Stabilization of Highway Expansive Soils with High Loss on Ignition Content Kiln Dust, Nigerian Journal of Technology (NIJOTECH), Vol. 33. No., pp Wright, P. H. and Dixon, K.K. (003): Highway Engineering, 7th ed., John Wiley and Sons, New York ISSN: IJET Publications UK. All rights reserved. 133