Ordinary Portland Cement Stabilization of Amaoba-Umuahia Lateritic Soil (original) (raw)
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Abstract:- The effect of Snail Shell Ash (SSA) on the engineering properties of ordinary Portland cement (OPC) stabilized Amaoba-Umuahia, Nigeria lateritic soil was investigated in the present research work. Geotechnical, chemical and phase analytical methods were used to characterize both the raw and treated laterite. Snail Shell Ash (SSA) was used in the present research as admixture. The compaction test, specific gravity, triaxial compressive strength test, Atterberg limit test and California bearing ratio test of the sample were carried out with varying proportions of SSA; 2%, 4%, 6%, 8% and 10%. The sieve analysis test conducted shows that the soil sample was retained at 1.18mm sieve size with the weight of soil retained obtained to be 15.2 grams and the soil classification shows the soil is silty clay i.e A-2-5 soil on the AASHTO soil classification system. Results showed that plasticity, percentage linear and volumetric drying shrinkages were reduced on the addition of the admixture. The specific gravity test result showed that the mean specific gravity of 2.65 was observed. There was an increase in dry density from1.655mg/m3 to 1.850 mg/m3 at 8% SSA and 6% OPC. The CBR value increased from 37 in its natural state to 81 at 8% SSA and 6% OPC. The Triaxial compressive strength test shows that the frictional angle increased from 24° at 0% to 27° at 2% SSA, 28° at 4% SSA and 29° at 8% SSA and the test maintained a considerable cohesion with the varied percentage of SSA. With the foregoing, SSA has been proved to be a good admixture on the improvement of the engineering properties of Amaoba lateritic soil for engineering works. Keywords:- Ordinary Portland cement, stabilization, Amaoba-Umuahia, lateritic soil, SSA
Suitability of Olokoro and Amaoba lateritic soil as pavement construction materials
Nigerian Journal of Technology, 2019
The suitability of Olokoro and Amaoba lateritic soils as pavement construction materials was investigated. Soil samples were collected from the borrow sites and were subjected to preliminary tests (natural moisture content, specific gravity, particle size analysis and Atterberg limits) and strength tests (compaction and California Bearing ratio, CBR). The liquid limit, plastic limit and plasticity index were found to be A-2-7 soil according to AASHTO classification for Olokoro and A-2-6 AASHTO classification for Amaoba sample. The Olokoro sample has average value of the dry density as 1.87g/cm 3 and average optimum moisture content of 15.6%. Whereas Amaoba has average maximum dry density of 1.88g/cm 3 and average optimum moisture content of 16.1%. Both soils were found to have the same average specific gravity of 2.6 having liquid limit of 44% and 40% for Olokoro and Amaoba with plastic limit of 30% and 18%, plasticity index of 14% and 22% respectively. Based on the CBR values 20.3% and 19.67% respectively obtained from the two samples, the two lateritic soil will require modifications to help improve their properties for use as sub base and base materials. However, both of the soil samples are good fill materials in road work constructions.
For many developing countries, failure of roads has been a worrisome situation and this more common in southeastern Nigeria. Over time, the basic preliminary phase of civil engineering project like proper soil investigation is ignored leaving completed civil engineering project at the mercy of the effects of such negligence. In most cases, weak engineering soil is used to foundations without proper studies and investigation to determine the geotechnical engineering properties of a material in use. One of the contributing factors of the use of poor or weak engineering soil is the high cost of stabilizing or binding agents used for construction eg cement, quick lime, etc. The present research was carried out to provide cheaper, safer and better materials to improve engineering soil for civil engineering works. The stabilization of laterite for improved engineering properties was investigated, and the geotechnical, chemical, and phase analytic method was used to characterize both the raw and treated laterite. Coconut Shell-Husk Ash (CSHA) was used as admixture for the stabilization in varying percentage at a constant percentage of Ordinary Portland Cement (OPC). The engineering soil used for this investigation was collected from Amizi, Olokoro in Umuahia South LGA, Abia State, Nigeria and preliminary tests carried out on the sample show that it is too brittle and thus not suitable as sub-base materials. The result of the sieve analysis and Atterberg limits tests graded the soil as Reddish Sandy Silt soil with a little high plasticity and it falls in the A-2-7 AASHTO classification system. It failed some of the standard requirement specified by the Ministry of Works and Housing in Nigeria. For instance, for the standard required 80% CBR, the sample had a value of 28% which is relatively low. The CBR test shows that the addition of cement at 5% by mass improves the soil, and further addition of varying percentages of CSHA in the order; 2%, 4%, 6%, 8% and 10% increased it relatively and it reached its peak of 82% at 8%CSHA and 5%OPC which is which is considerably satisfactory. The triaxial test result showed an improvement from Cu=23 KN/m2 and Ǿ=200 at its natural state to Cu=25 KN/m2 and Ǿ=290 thereby making the soil satisfactory for sub-base material in road pavement construction.
Effect of Water Content on the Shear Strength of Amaoba Lateritic Soil
The effect of water content on the shear strength of Amaoba lateritic soil collected from a borrow pit situated along Latitude 05 o 26'44.288''N and Longitude 07 o 32'33.229''E used as a source of laterite for civil engineering works within Ikwano Umuahia, South EasternNigeria was investigated under normal laboratory conditions. Results show that the disturbed sample was well graded. The effects of water content on the Shear strength of disturbed samples of Lateritic Soil using direct shear test and series of direct shear tests were carried out on disturbed samples with various water contents under normal stress of 55.56KN/m 2. It was discover at a constant Normal Stress, and different moisture content of 12.61%, 19.37%, 32.37%, and 45.10% that failure occurred at 420, 390, 300 and 240 sec respectively. This confirms the fact that increased water content in lateritic soil reduces its Shear Strength. This makes Amaoba lateritic soil a good engineering material for the construction of roads but maximum shear strength is achieved at low water content.
Engineering Properties of Unused and Cement Stabilized Used Lateritic Soils
2013
The practice of building local housing units with laterite is common in Ogbomoso, Oyo State, Nigeria. This practice helps to reduce the rising cost of building construction. This paper investigates the engineering properties of both used and unused laterite soils with intent to reuse the laterite soil in construction of housing units. Disturbed samples of both used and unused laterite soils were investigated for engineering index, compaction and strength properties. Sieve analysis, atterberg limits, specific gravity, compaction, air-dry moisture content, triaxial compression and compressive strength tests were performed on the samples of two types of soils in accordance with BS 1377-2; 1990. The results from the study revealed that the geotechnical properties of the unused laterite soil samples are better than that of the used laterite soil samples, which supports their suitability and preference for construction of local houses than the used laterite soil samples. However the used laterite soil can be re-used or reutilized to build local houses in subtropics by addition of 0.5% Portland cement. Furthermore, addition of 0.75% Portland cement to the used laterite soil makes it stronger and more suitable for construction of housing units than the unused laterite soil.
Engineering Properties of Lateritic Soil in Otun Area, Ekiti State, Nigeria
African Journal of Engineering and Environment Research, Volume 2 of 1, January, 2021
Lateritic soils at Otun Ekiti, Ekiti state, southwestern Nigeria were investigated with respect to their geotechnical properties and their suitability for subgrade and subbase construction materials. Four disturbed lateritic soil samples (sample A, B, C and D) were selected for the various laboratory techniques. The grain size analyses, the specific gravity tests, the atterberg limit tests, compaction, California bearing ratio and shear box tests were carried out on the samples. The grain size analysis shows that sample A is gravelly silt-clayey sand. Sample B is siltclayey gravel composition. Sample C is gravelly silt-clayey while Sample D is silt-clayey gravel. Atterberg consistency limit test indicate that sample A has 30.0%, liquid limit 19.5% plastic limit, 10.5% plasticity index, 9.1% shrinkage limit. Sample B has liquid limit of 27.0%, 16.2% plastic limit, 10.8% plasticity index and 7.4% shrinkage limit. Sample C has a liquid limit of 32.4%, plastic limit of 15.6%. It has a plastic index of 16.8%, Shrinkage limit of 9.7% while Sample D has a liquid limit of 36.2%, plastic limit of 17.7%. It has a plastic index of 18.5% and 11.1% as shrinkage limit. Thus, the soil is classified to be intermediate plasticity which can be used for subgrade and subbase materials. The soil samples are above the activity (A) line in the zone of intermediate plasticity (CL) which suggests that they are inorganic soils. Based on engineering use chart, the workability as construction engineering is good to fair particularly as erosion resistance in canal construction. However, the high shrinkage limit may also reduce erosion in this area because of cohesion of the plastic clay material. The California Bearing Ratio (CBR) values are within 2-3% (mean = 2.75%) and 2-4% (mean = 2.75%) in sample A and sample B respectively while California Bearing Ratio (CBR) of 2-4% (mean = 2.75%) and 2-3% (mean = 2.75%) in sample C and sample D respectively. This implies that the materials can be used as a sub-grade to base course material for support of flexible pavements. The compaction tests for the optimum water content for sample A is 15.0% and 13.0% for standard and modified proctor respectively. The standard and modified proctor
2014
In this study, attempt was made to examine the strength characteristic of cement admixed tropical laterite soil remolded over a wide range of high water content as applied in deep mixing. Preliminary tests were carried out to determine the index properties of the laterite soil as well as unconfined compressive strength test (UCS) on the cement admixed soil. The results obtained shows that UCS of the cement admixed laterite soil increases with increasing cement content and curing period but decrease with increase remolding water content.
AN INVESTIGATION INTO THE GEOTECHNICAL ENGINEERING PROPERTIES OF LATERITE SOILS IN NILAI, MALAYSIA
An increase in construction and material use in tropical environments has made way for engineering knowledge of related basic properties of soils within those areas. One such soil found abundantly are the laterite soils. This study is based on determining the engineering geotechnical properties of laterite soils which are observed to occur in the town of Nilai, Malaysia. These basic properties were generally determined for non-problematic laterite soils.
International Journal of Constructive Research in Civil Engineering, 2016
This study presents the result of experimental investigation on the evaluation of the effects of Cassava Peel Ash (CPA) on the index and structural properties of lateritic soil of A-7-5 (AASHTO Classification) and SP soil (USCS classification) respectively. The study was in two phases, firstly with the addition of CPA only by weight of dry soil and secondly with the addition of 5% cement with the CPA by weight of dry soil. The CPA additions were performed using 0, 2, 4, 6, 8 and 10% increment by weight of dry soil thoroughly mixed. The results of the treated soil showed that the index properties: plastic limit and the maximum dry density (MDD) decreased as the CPA addition increased whereas the liquid limit, plasticity index, Optimum Moisture Content (OMC) and California Bearing Ratio (CBR) increased as the CPA content increased. It was also discovered that the Unconfined Compressive Strength (UCS) increased up to 4% of CPA addition after which was a reduction. This implies that CPA possesses the potential for use in the modification/ stabilization of lateritic soils. Thus the use of CPA in road construction works can be said to have two major advantagesas an effective agricultural waste management and the improvement of road construction soils for better road performance.
—Soil Stabilization usually enhances performance properties of soil. This can foster waste to wealth policy in country like Nigeria. The aim of this study is to assess performance properties of a stabilized lateritic soil with a view to obtain a cheap and more effective additive. Soil samples were collected from the study area and subjected to Compaction and California Bearing Ratio (CBR) laboratory tests with the addition of 2%, 4%, 6%, 8% and 10% Rice Husk Ash (RHA) and Egg Shell Ash (ESA). Results showed that MDD, OMC and CBR values varied from 1575Kg/m3 to 1930Kg/m3, 7.55% to 18.50% and 20% to 131% respectively for sample A. And 1566Kg/m3 to 1896Kg/m3, 7.53% to 16.90% and 16% to 98% respectively for sample B. The MDD values decrease with increase in the additives contents due to the replacement of soil by the additives in the mixture, coating of the soil by additives which resulted in large particles with larger voids and density; and addition of the additives which decreased the quality of free silt, clay fraction and coarse materials with large surface areas formed. OMC values also increase as the additives increase, though, that of RHA increases more than that of ESA. This is due to the increase in additives which resulted to increase in the amount of water required in the system to adequately lubricate all the particles in the mixture equally increase. Generally, CBR values also increase with increase in the additives contents. This could be attributed to gradual formation of cementitious compound between the additives and Calcium Hydroxide (Ca(OH)2) present in the soil, thus increase in coarse particles of the soil through cementation.