Portland Cement/Quarry Dust Improvement of Olokoro Laterite for Road Base (original) (raw)
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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.
Improvement of Geotechnical Properties of Lateritic Soil using Quarry Dust and Lime
International Journal of Engineering and Advanced Technology, 2019
Most of the rural roads are not covered by a wearing layer and sub-base is the topmost layer, hence it should be strong enough to take the load of the vehicles and not wear off due to bad weather conditions. Soil is the basic foundation of all civil engineering systems. Soil must withstand all loads without failure. In some areas, soil may be soft that cannot withstand all types of loads. Soil stabilization is required in such situations. There are different soil stabilization methods are available in the literatures. But the chemical composition of the soil is adversely affected by some approaches such as chemical stabilization. The quarry dust and lime were mixed with locally available lateritic soil to examine the improvement in the geotechnical properties in developing better subgrades for rural roads. This study presents the influence of lime, in the range of 0-5% with crusher dust blended lateritic soil. However, 4% lime addition can be observed as lime fixation point which ca...
International Journal of Engineering Trends and Technology, 2023
The study dealt with the effects of adding sugar cane bagasse ash (SCBA) and saw dust ash (SDA) in cement-stabilized lateritic soil on index properties, compaction characteristics and strength development. Unlike previous studies which focused on the effects of adding these materials without a comparative analysis, this investigation compares the behavior of lateritic soil cement when SCBA and SDA are added separately. Untreated lateritic soil, cement-treated lateritic soil, cement sugarcane bagasse ash and cement saw dust ash-treated lateritic soil(LS) for low-volume road suitability were studied based on Kenyan Pavement Design Guideline for low-volume sealed roads. A number of unconfined compressive strength (UCS) tests were performed initially as follows (0%, 3%, 5%, 7% and 9%) for different curing periods of 7, 14 and 28 days. According to Pavement Design Guideline for low-volume sealed roads, the study suggested 7% cement as the optimum cement content based on their 1.999 MPa UCS values which satisfied the requirement of 1.5MPa for UCS for road base for low-volume sealed roads in Kenya. The next study involved partially replacing the optimum cement content with sugar cane bagasse ash (SCBA) in the following proportions 0%, 2%, 4%, 6% and 7% to obtain the optimum cement & SCBA content required for optimum stabilization of lateritic soil for use in road base for low volume sealed roads. The final segment of this investigation involved partially replacing the optimum cement content with saw dust ash (SDA) in the following proportions 0%, 2%, 4%, 6% and 7% to obtain the optimum cement-SDA content required for optimum stabilization of lateritic soil for use in road base for low volume sealed roads. A number of tests were conducted, which included the Atterberg limits, compaction properties, California bearing ratio and unconfined compressive strength. According to the Kenya Pavement Design Guideline for Low Volume Sealed Roads, 5% cement and 2% SCBA was found sufficient to obtain a UCS of more than 1.5MPa for low volume sealed roads construction, and 5% cement and 2% saw dust ash was found adequate to obtain a UCS of more than 1.5MPa for low volume sealed roads construction, therefore sugar cane bagasse ash and saw dust ash acting singly as an auxiliary additive in cement can be used in the construction of lateritic soil road base for low volume sealed roads in Kenya.
—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.
Utilization of Laterite Soil Stabilized With Quarry Dust and Lime As Subgrade Material
Road construction makes extensive use of lateritic soils. Their geotechnical properties and suitability as base, sub-base, and sub-grade materials for road construction, however, are not fully explored. This study is aimed at utilizing quarry dust and lime in improving the geotechnical properties of laterite for use as a subgrade material in accordance with regulatory standards of Nigeria. The samples were collected at 1.0m depth and were subjected to the following laboratory test; Particle size analysis, Atterberg limits test, Compaction test, Californian Bearing Ratio test. Test results revealed that the liquid limit of the samples ranged from 34.46% to 35.88% while the plasticity index ranged from 50.91% to 52.02%, which belong to the A-2-4 group which is basically clayey soils. Test results also revealed that the maximum dry densities of the samples ranged from 1712 kg/m 3 to 1884 kg/m 3 conforming to AASHTO A-2-4 group class, while the optimum moisture content of the samples ranged from 12.66% to 21.06%. Test results generally indicated that the addition of quarry dust and lime to an amount not exceeding 5% quarry dust and 5% lime improved the suitability of the laterite soil as a subgrade amount.
The problem confronting roads in Nigeria is increasing immensely. It is ranging from folding or deflection of road surface and cracking due to improper investigation, soil stabilization and consolidation. Soil stabilization is of great importance because it is used to improve on-site materials to create a solid and strong sub-base and base coarses. Unsatisfactory soil and solids structures which do not have the desired quality as an engineering material need stabilization so as to improve its engineering material for better construction. This work is aimed at determining structural analysis of stabilization and consolidation settlement of soil structure interaction. This is done to ascertain the effect of soil stabilization of selected laterite using cement, lime and bitumen. Liquid limit test, compaction test, Plastic limit test and California Bearing Ratio (CBR) test were conducted using (comparing) Mechanical, Chemical, Cement and Bio-Enzymatic stabilization method. It was observed that Cement stabilization is the best option as it could effectively implemented in this work. Ohaofia soil that is treated with 10% ordinary Portland cement can be recommended to be used as Base-coarse for road construction. This is because its mixture satisfies both the strength and durability requirement that were set by different agencies for the Base coarse materials. While for Isikwuato soil was treated with 8% bitumen is recommended for Road Sub-base/surface as it gave the highest CBR value. It is observed that Lime is not a good stabilizer for road construction, but the CBR value achieved met up required standard for Road and Bridges. Based on the various results obtained, it is recommended that utilization of the locally available soil should be given due consideration for upcoming road construction within the study area and Cement stabilization is more suitable for road construction.
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.
Journal of computional engineering and physical modeling , 2020
This research work mainly focuses on stabilization of Ikpayongo laterite using cement blended with Rise Husk Ash (RHA) and Carbide Waste (CW) to promote its physical characteristics. The blending of cement with Rice Husk Ash (RHA) and carbide waste (CW) was done in proportion to determine the required proportion suitable for the stabilization of Ikpayongo laterite. Atterberg limit test, Compaction test, California Bearing Ratio (CBR) test, Specific Gravity, Unconfined Compressive Strength (UCS) test and Durability test were conducted on the laterite sample. The blend of cement with RHA and CW at interval of 0% to 10% displayed better results than the cement treated soil at some percentages. The result showed that at 2% and 10% cement content the MDD of the natural soil reduced from 2.015Mg/m3 to 1.917Mg/m3 and increased to 1.987Mg/m3 respectively, it also reduced to 1.870Mg/m3 when treated with 2% blend of 80% cement 10% RHA 10% CW and increased at 10% of the cement blend. The CBR value of the natural soil was gotten to be 9.66% but increased by 2% when treated with 100% cement. The blend of 80% Cement, 10% RHA and 10% CW yielded the most promising result as CBR value increased from 28% for the natural soil to 97.55% for stabilized soil while UCS increased from 1512.09KN/m2 to 1753.39KN/m2 by volume at 10% of the blends for 14 days cured sample. Based on the results, 80% Cement, 10% RHS and 10% CW is recommended for use in soil stabilization.
This study presents the structural analysis of soil used as a road construction material, to assess the required properties for improved stabilization. This is done by determining the relationship between the force and penetration cylinder plunger of a standard cross-sectional area which is made to penetrate at a specified rate. The compaction of soil sample gotten from three Abuja laterite deposits was analyzed by subjecting it to moisture content test, atterberg limit test, dry density test, specific gravity test, Californian bearing ratio (CBR), and compaction tests using modified proctor equipment. Their natural moisture content, plasticity index, maximum dry density (MDD), Optimum Moisture Content (OMC), Specific gravity and CBR lies between 5.7-7.6%, 8.5-10.3, 1810-2210Kg/M 3 , 16.2-18.4%, 2.02-2.49 and 33.1-50.8% respectively. The results showed that Muko soil meets the required specification and can be recommended as most suitable a sub-base course used for road construction material when compared with that of Jikwoyi and Apiwe laterite soil material.
Ordinary Portland Cement Stabilization of Amaoba-Umuahia Lateritic Soil
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/m 3 to 1.850 mg/m 3 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.