EFFECT OF SUGARCANE STRAW ASH ON CEMENT STABILIZED LATERITIC SOIL FOR USE AS FLEXIBLE PAVEMENT MATERIAL

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1 February 218, Volume 5, Issue 2 EFFECT OF SUGARCANE STRAW ASH ON CEMENT STABILIZED LATERITIC SOIL FOR USE AS FLEXIBLE PAVEMENT MATERIAL 1 Dr. MogboOnyebuchi, 2 Dr. MamboAbdulhameed, 3 Earnest Yeke, 4 Tiza Michael 1& 4 Lecturers, Department of Civil Engineering, Nile University of Nigeria, Abuja, Nigeria. 2 Head of Department, Department of Civil Engineering, Nile University of Nigeria, Abuja, Nigeria. 3 Civil Engineering Graduate, University of Agriculture Makurdi, Benue State,Nigeria. ABSTRACT: Large quantities of sugarcane straw waste are generated daily by the sugar industries, and their safe disposal is a major concern worldwide, whereas the properties of some lateritic soils make them undesirable for use in engineering construction.this work presents the results of a laboratory evaluation of the characteristics of lateritic soil (LS) stabilized with sugarcane straw ash (SCSA), subjected to British standard light () and British standard heavy () compactive effort to determine their index, compaction, unconfined compressive strength (UCS), and California Bearing Ratio (CBR) results. The results of the laboratory tests show that the properties of LS improved when stabilized with SCSA. The particle-size distribution improved from poorly graded, sandy, gravelly material for 1% lateritic soil and silty material for1%scsa to the gradation with 91.8% coarse aggregates of sand and gravel, described as gravelly sand and sandy gravel material for SCSA-stabilized LS. The CBR results obtained from the study show that, using the Nigerian general specifications, the maximum CBRs of 4.1% (soaked for 24 h) and6.2% (unsoaked) achieved for the mix proportion (6%LS + 36%SCSA + 4%Cement), which falls under American highway and transportation industry standards, can be used as sub grade material. The laboratory test also recorded a maximum unconfined compressive strength(usc) of KN/m 2. This research provides results for the evaluation of SCSA-stabilized LS as highway construction material, as it is based on CBR determination, a limited parameter that does not provide information concerning all important solicitations that flexible pavement materials are subjected to, even if still used in developing countries. Further work may be encouraged to assess the resilient modulus of this material under cyclic load as well as the assessment of permanent deformation of SCSA-stabilized LS. KEY WORDS: SUGARCANE STRAW, CEMENT, LATERITIC SOIL, LATERITE, CEMNENT, STABILIZATION. INTRODUCTION Super-imposed loads are carried by pavements immediately after a road is constructed and opened to traffic. It is of utmost importance to for the pavement structure to be able to sustain the load in which it is designed to carry. Since all civil engineering structures have their foundation in the soil, the engineering properties of the soil is important for both the design and construction of pavements in highway engineering. Soil with poor engineering properties will need to be modified in order to have desirable engineering characteristics for the purpose of constructed so it meets the design life for which it was constructed for. The process of modifying the properties of the soil to meet up with desired standards is called soil stabilization or modification. Lateritic soil with less engineering properties for road construction will need to be stabilized appropriately as is the case here. 1.2 AIM AND OBJECTIVES This study is geared towards attempting to check the suitability of Sugar cane straw Ash (SCSA) in stabilizing cement stabilized lateritic soil with a case study of Ikpayongu laterite. 1.3 AREA OF STUDY Lateritic soil used for this study was obtained from Ikpayongu, Gwer-east Local Government Area of Benue state, Ikpayongu is located 22Km from Makurdi, along Makurdi-Otukpo road. Most of the lateritic soil used for road construction and other related construction in Makurdi are collected from Ikpayongu town. And of course the large deposit of laterite in Ipayongu is in commercial quantity. 3. MATERIALS AND METHODS MATERIALS The materials used for this workwere,soil sample (laterite),sugarcane straw ash (SCSA) and ordinary Portland cement. TEST METHODS The laterite obtained was crushed into smaller sizes using a sledge hammer at the site from its lump state, it was further reduced to smaller sizes in the laboratory with a hand hammer. The percentage passing sieve 2mm sieve aperture was used for the study. Samples of sugarcane straw ash (SCSA) ranging from, 25, 5,75 to 1 percent were stabilized with various laterite contents ranging from 25-1 percent using cement. The laterite was air dried in the laboratory and used for the tests in accordance with the procedures outlined as BS1377 (199) specifications. The tests conducted where, natural moisture content, Sieve analysis (Particle size distribution), Hydrometer test., Atterberg limits (Consistency limits), Specific gravity test, Compaction test, California Bearing Ratio (CBR) test, Unconfined Compressive Strength test (UCS), Durability test, Water absorption test. 4. DISCUSSION AND RESULTS From the laboratory results carried out on the soil sample, it was observed that the soil sample actually responded to the stabilizing agents, that is sugarcane straw ash and cement. JETIR18295 Journal of Emerging Technologies and Innovative Research (JETIR) 563

2 February 218, Volume 5, Issue PARTICLE SIZE DISTRIBUTION The particle size distribution curves of laterite, SCSA and Cement and lateritic soil stabilized with SCSA and Cement are shown in fig.4.2ae. The gradation of 1%LS is composed of -91.8% coarse aggregates and 8.25 fines. This under AASHTO classification falls under A-2-7(granular materials) which is described as poorly graded sandy gravel. The particle size distribution of SCSA and cement stabilized lateritic soil shows that it is composed of % coarse aggregate with % fine. Using the AASHTO classification system 8%L+2% of SCSA and cement mixes fall under A-2-4 group (granular material described as sandy gravel material. Fig4.2a LS/SCSA/CEMENT Fig4.2b LS/SCSA/CEMENT LS/SCSA/CEMENT Fig4.2d LS/SCSA/CEMENT Fig4.2e LS/SCSA/CEMENTFig4.2f LS/SCSA/CEMENT 4.2 CONSISTENCY LIMIT The consistency limits of SCSA and cement stabilized lateritic soil shows that as the SCSA/cement content increased with a corresponding decrease in the lateritic soil composition, the liquid limit, plastic limit, plastic index and linear shrinkage decreased. There is a variation of liquid limit, plastic limit, plastic index and linear shrinkage from 43 % to 39 %, 31.3 % to 3.3 %, 11.7 % to 1.5 % and 12.1 % to 7.9 % respectively for 1%L, similarly, for 8%L+2% SCSA, the liquid limit was constant at 39 %, the plastic limit decreased from 3.3 % to 28.3 %, the plastic index decreased from 12.5 to 9. % and the linear shrinkage frm 7.9 to 7.%.For 1% cement liquid limit was 47.6 %, the plastic limit was 21.8 %, the plastic index was 25.3 % and the linear shrinkage was 2.1 % whereas for 1%SCSA the liquid limit was 45 %, the plastic limit was 24.1 %, the plastic index was 25.3 % and the linear shrinkage was 2.1 %.the possible reason for this is the complete chemical hydration of lime in the mixes. JETIR18295 Journal of Emerging Technologies and Innovative Research (JETIR) 564

3 MAXIMUM DRY DENSITY (mg/m 3 ) SPECIFIC GRAVITY 1%L 8%L + 2%SCSA 8% + 18%SCSA 8%l + 8%L + 6%L + 4%SCSA 6%L 6%L + 6%L + 5%L + 5%SCSA 5%L + 5%L + 4%L + 6%SCSA 4%L + 4%L + 4%L + 2%L + 8%SCSA 2%L + 2%L + 2%L + LL, PL, PI, LS February 218, Volume 5, Issue LL PL PI LS Fig4.2 Variation of Liquid limit (LL), Plastic limit (PL) Plastic index (PI) and linear shrinkage on laterite with SCSAcementcombination 4.3 SPECIFIC GRAVITY The specific gravity value for 1%LS is 2.15 while that of 1%SCSA is The specific gravity value of the various lateritic soil, SCSA and cement mixes do not show any defined pattern with SCSA and cement contents but ranged from 2.6 for 8%L+ 18%SCSA + 2%C to 2.63 for 8%L + 14%SCSA + 6%C mix. Also the specific gravity values increased from 2.5 for 6%+38%SCSA+2%C and 3.5 for 5%L+ 48%SCSA + 2%C. The increase in the specific gravity value may be due to a decrease in the void ration attributed to formation of cementateous materials in LS/SCSA/cement matrix (Chew et al,24) Fig4.3 Specific gravity variation on laterite with SCSA-cement combination 4.4 COMPACTION CHARACTERISTICS The samples were compacted using the British Standard Light () and the British Standard Heavy energy levels to obtain the moisture density relationship. The results show that the maximum dry density (MMD) of the LS/SCSA/cement mixes decreased as their respective optimum moisture content (OMC) increased; with the increased SCSA/cement in the mixes as show in the figures below. The MDD decreased from 1.87Mg/m 3 to 1.8Mg/m 3 to 1.74Mg/m 3 for 1%L,8%L+2%SCSA,and 8%L+18%SCSA+2%C for energy level, and the decreased from 2.1Mg/m 3 to 1.92Mg/m 3 and to 1.83Mg/m 3 for the mixes of 1%L,8%L+2%SCSA,and 8%L+18%SCSA+2%C respectively Fig4.4a MDD Variation on laterite with SCSA- cement combinations JETIR18295 Journal of Emerging Technologies and Innovative Research (JETIR) 565

4 1%L 8%L + 6%L + 5%L + 4%L + 2%L + UNSOAKED CBR VALUES(%) SOAKED CBR VALUES(%) 1%L 8%l + 6%L 5%L + 5%L + 4%L + 2%L + 1%SCSA February 218, Volume 5, Issue a Variation of unsoaked CBR on laterite with SCSA-cement combinations 4.5b Variation of soaked CBR on laterite with SCSA-cement combinations 4.6 UNCONFINED COMPRESSIVE STRENGTH CHARACTERISTIC The variation of UCS of 1%L, 1%SCSA and 1%C and the various mix proportions are shown in fig.4.8 and 4.9, and 13, for 1day, 7 days, and 14 days. For 1%L the 1day, 7days, and 14 days were 367KN m 2, kn/m 2 and kn/m 2 with an OMC of 15.2 % for energy level,313kn m 2, 412 kn/m 2 and 478 kn/m 2 for 1, 7, and 14 days for energy level with an OMC of 14. %. A peak value of 21KN m 2 for 1day, kn/m 2 for 7 days and kN/m 2 for 14 days for 6%L + 34%SCSA + 6%C were observed for energy level. There is a general increase in the UCS value from 7days to 14 days. Fig. 4.6variaton of UCS values on laterite with SCSA-Cement combinations Fig. 4.6variaton of UCS values on laterite with SCSA-Cement combinations 4.7 DURABILITY CHARACTERISTICS The resistance to loss in strength shows a variation from 9-17% for 1% laterite, for 1%SCSA % and for 1%cement % as shown in Table A8 Therefore the resistance to loss in strength shows a variation in the range % of the mix Fig 4.7 WATER ABSORPTION RATE The water absorption rate of the various mix proportions was also determined from the durability test as the difference in weight of the samples when compacted and under UMD and when immersed in water so as to ascertain the rate at which the samples absorb water and JETIR18295 Journal of Emerging Technologies and Innovative Research (JETIR) 566

5 February 218, Volume 5, Issue 2 was obtained in the range %. The peak water absorption (WA) value for 1%L, and 1%SCSA are 7.% and 15.% respectively for compactive energy level. The lower the percentage of laterite in the mix, the higher the water absorption rate. Fig.4.8 Variation of Water absorption values with the LS/SCSA/cement combination 5. CONCLUSION AND RECOMMENDATIONS 5.1 CONCLUSION From the test carried out on Ikpayongu laterite, results show that in its natural state has engineering properties that do not meet up the requirement to be used as base or sub-base highway pavement materials. The effect of SCSA and cement as stabilizing agents on laterite showed improvement on its engineering properties. The particle size analysis showed that the SCSA and cement alone contained 1% fines and is non-plasticsilty materials which fall under the AASHTO classification of A-6 and 1%Lcontains 91.8% coarse aggregates and 8.2% fines which fall under A-2-7 classification. 8%L+2%SCSA and cement fall under A-2-4 described as gravelly sand.the specific gravity of 1%L and 1%SCSA were found to be 2.15, 3.2. The specific values range from The MDD of LS/ SCSA/cement mixes generally decreased, while the OMC increased with higher SCSA-cement content. There was increase in the CBR value as the SCSA-cement content and a peak value was indicated at 6%L+36%SCSA+4%C to be 6.2% for unsoaked at compactive effort and 47.3% for soaked at 6%L+4%SCSA at energy level and there was also increase in compressive strength and a peak value was recorded at 6%L + 34%SCSA + 6%C as kn/m 2 and kn/m 2 for 7 and 14 days respectively. This indicates that Ikpayongu laterite can be used as sub- base material for flexible pavement. 5.2 RECOMMENDTIONS From the above result, the following recommendations are made Ikpayongu laterite actually treated with SCSA-cement yielded a CBR value of 6.2 % and a UCS value of kn/m 2 Based on the standard of base and sub base for flexible pavement given by the Nigerian Specification (1997) that the CBR for base material should fall within 3-8%. Ikpayongu laterite can be used as sub base for flexible pavementwhen appropriately stabilized. REFERENCES [1] AASHTO M. 145 Specification, Classification of Soil Aggregate Mixture for highway Construction purposes, highway materials.vol. 1. [2] Abdulfatah. A.Y, S. G. Kiru, and T. A. Adedokun. (211). Compaction Characteristics of Lateritic Soil- Stabilized Municipal Solid Waste Bottom Sediment. International Journal of Environmental Science and Development, 4(3), [3] Amu, O., Ogunniyi, S., &Oladeji, O. (211). Geotechnical properties of lateritic soil stabilized with sugarcane straw ash. American Journal of Scientific and Industrial Research, 2(2), doi:1.5251/ajsir [4] BS1377 (199) Method of Testing Silt for Civil Engineering Purposes. British Standard Institute U.K [5] Dallah, A.A. (1991).Stabilization of lateritic soil b Lime and cement for use as Base/Sub Base in Makurdi. [6] Eberemu, A. O., Amadi, A. A., &Edeh, J. E. (212). Diffusion of municipal waste contaminants in compacted lateritic soil treated with bagasse ash. Environ Earth Sci, 7(2), doi:1.17/s z [7] Federal Ministry of Works and Housing (1997).Nigerian general specification for roads and bridges [8] Manasseh and Edeh. (215). Comparative Analysis of Cement and Lime Modification of Ikpayongo Laterite for Effective and Economic Stabilization. Journal of Emerging Trends in Engineering and Applied Sciences, 6(1), [9] Osinubi, K.J and Eberemu, A.O. (26). Effect of bagasse ash on the strength ofstabilized lateritic soil. Proceedings of the Nigerian Materials Congress(NIMACON 26),Abuja Nov.15-18,26, [1] Tiza Michael, Sitesh Kumar Singh and ManishKesharwani(216) - Geotechnical Characteristics Of Mango Shell Ash (MSA) On Black Cotton Soil As Pavement Material. International Journal Of Innovative Research In Science And Engineering. (2) 19, [11] Tiza Michael, And IorverVitalis. "A Review of Literature on Effect of Agricultural Solid Wastes On Stabilization Of Expansive Soil. International Journal for Innovative Research InMultidisciplinary Field 2.7 (216): [12] Tiza Michael, Sitesh Kumar Singh."A Survey of Literature on Impact of Silica Fume (SF) and Saw Dust Ash (SDA) On Expansive Soil", Volume 4, Issue VIII, International Journal for Research in Applied Science and Engineering Technology (IJRASET) Page No:, ISSN : [13] Tiza, M. T., & Kumar, S. S. (217). Effect of Mango Shell and Nut Ash as Pavement Materials. JETIR18295 Journal of Emerging Technologies and Innovative Research (JETIR) 567