scholarly journals Geoelectrical and Geotechnical Characterization of Different Types of Soil in Ede, Osun State, Nigeria

2021 ◽  
Vol 6 (2) ◽  
Author(s):  
Wilfred N. Igboama ◽  
Olaide S. Hammed ◽  
Maruf T. Aroyehun ◽  
Nicholas U. Ugwu
Keyword(s):  
Organic Soil ◽  
Electrode Spacing ◽  
Dry Density ◽  
Sieve Analysis ◽  
Maximum Dry Density ◽  
Geotechnical Investigations ◽  
Different Types ◽  
Geoelectrical Resistivity ◽  
Wenner Array

Geoelectrical and geotechnical investigations were carried out to characterize soils from different locations in Ede, Osun State, Nigeria for engineering purposes. Wenner electrode configuration technique was deployed in carrying out the geoelectrical survey of about 40m for each profile. The data analysis was approached by plotting the apparent conductivity against electrode spacing (s) and the result was interpreted.  The geoelectrical resistivity survey revealed locations 1 and 2 with resistivity values of 25.01-419.22ohm-m (conductivity 0.002 - 0.194 (ohm-m)-1and 5.5-1246.57 ohm-m (conductivity = 0.0002 - 0.001 (ohm-m)-1) respectively could be classified as clay. Sample 3 recorded a resistivity value of 1.00- 22,787.39 ohm-m (conductivity= 0.00004- 1.00 (ohm-m)-1) thus, was classified as silt/sand respectively. Soil  from the said different locations in Ede, Nigeria, were tested in the Laboratory for certain properties like Atterberg limits, specific gravities, sieve analysis, compaction test, etc and the results showed that samples 1, 2 and 3 have specific gravity values of 2.50, 2.13 and 2.40 respectively and could therefore be referred to as organic soil. Samples 1, 2 and 3 have maximum dry density (MDD) of 1.45g/cm3­, 1.92g/cm3, 1.95g/cm3 and optimum moisture content (OMC) of 15.40%, 13.36% and 9.61% respectively. The analysis conducted in this study revealed that the soil type found in Ede, Nigeria could be classified as silt-clay, sandy clay, clay and sand.Keywords- Electrical conductivity, Characterization, Compaction, Plasticity, Wenner array.

scholarly journals SOIL STABILIZATION AND IMPROVEMENT OF MARINE CLAYS USING CEMENT AND LIME IN A MARSHLAND

2020 ◽  
Vol 4 (1) ◽  
pp. 08-14
Author(s):  
Youdeowei, P.O. ◽  
Nwankwoala, H.O. ◽  
Ayibanimiworio, G.T
Keyword(s):  
Soil Stabilization ◽  
Clay Soil ◽  
Soft Clay ◽  
Dry Density ◽  
Sieve Analysis ◽  
Marine Clay ◽  
Maximum Dry Density ◽  
Group A ◽  
Marine Clays ◽  
By Products

This study assesses the stabilization of marine clay soil using cement and lime to improve on the subgrade material. The tests conducted include: the natural moisture content, specific gravity, sieve analysis, Atterberg limit, compaction and California Bearing Ratio (CBR). The types of stabilization used were mechanical and chemical. The results obtained were classified using AASHTO classification system and based on the results the soil corresponds to group A-6 soils. The highest CBR values of 33.24% and 424.35% were obtained at 20% cement content for unsoaked and soaked and for lime the highest CBR values were 5.07 and 10.46 for 11% lime content for both unsoaked and unsoaked. Based on the results obtained, the addition of cement and lime to clay soil in the presence of water improved the CBR values for soft clay stabilization for highway construction with low traffic volume. It is therefore concluded that the addition of cement and lime to clay soil improved the bearing capacity and the maximum dry density of the clay soil. Further research should be carried out to examine the effects of industrial by-products on effective clay soil stabilization.

scholarly journals Site characterization for engineering purposes using geophysical and geotechnical techniques

2021 ◽  
Vol 0 (0) ◽  
Author(s):  
Aderemi A. Alabi
Keyword(s):  
Moisture Content ◽  
Atterberg Limits ◽  
Dry Density ◽  
Sieve Analysis ◽  
Maximum Dry Density ◽  
Engineering Structures ◽  
Permissible Range ◽  
Low Load ◽  
Electrical Soundings ◽  
Community Area

Abstract Geophysical and geotechnical techniques were applied to determine the suitability of the sub-surface structure of Akole community area, Abeokuta, Nigeria, for the construction of engineering structures (CES). Four vertical electrical soundings (VES) were carried out, and 10 samples from different points at 1 m depth were analysed to determine soil moisture content, specific gravity (SG), Atterberg limits and California bearing ratio (CBR). The geoelectric sections revealed a maximum of five layers with the typical sounding curves of AKH and HKH types. Sieve analysis and tests for compaction limit, Atterberg limits, SG, optimum moisture content and maximum dry density for compaction limit revealed that samples SP2, SP3, SP4, SP6, SP7, SP8, SP9 and SP10 are of low plasticity with SG values that fall within the permissible range, while SP1 and SP5 are of medium plasticity and their SG values fall below the range of standard specifications. CBR analysis showed that SP1 and SP5 have low load-bearing capacities. VES 1 and 2, linked with SP1 and SP5, are considered unstable and unsuitable to support the CES with shallow foundations; however, excavation of weak layers up to a depth of 5 m and reinforcement will enable the support. Določitev primernosti tal za gradnjo inženirskih objektov na območju skupnosti Akole v Nigeriji je bila izvedena s pomočjo uporabe geofizikalnih in geotehničnih metod. Izvedene so bile štiri navpične sondažne geo-električne meritve. Za določitev vlažnosti, specifične teže, konsistenčnih mej in kalifornijskega indeksa nosilnosti (CBR) je bilo preiskanih deset vzorcev tal iz različnih lokacij globine 1 m. Geo-električni prerezi so pokazali maksimalno pet različnih plasti s tipičnimi sondažnimi krivuljami tipa AKH in MKH. Na vzorcih tal z oznakami SP2, SP3, SP4, SP6, SP7, SP8, SP9 in SP10 so bile opravljene sejalna analiza, določitev meje zgoščevanja, določitev konsistenčnih mej, specifična teža, optimalna vlažnost in maksimalna suha gostota za mejo zgoščevanja. Vzorci imajo nizko stopnjo plastičnosti in specifično težo, ki spada v dovoljeno območje. Vzorca tal z oznakami SP1 in SP5 imata srednjo stopnjo plastičnosti in spadata pod območje standardnih zahtev. Preiskava s testom CBR je pokazala, da imata vzorca tal SP1 in SP5 nizko nosilnost na obtežbo. Preiskavi VES 1 in 2 sta prav tako pokazali, da sta vzorca SP1 in SP5 nestabilna ter neprimerna za temeljenje pri gradnji inženirskih objektov s plitvim temeljenjem, čeprav bi z odstranitvijo plasti globine do 5 m in armiranjem dosegli primerno nosilnost za temeljenje.

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

2018 ◽  
Vol 1 (March 2018) ◽  
Author(s):  
O.M Osuolale ◽  
A.A Raheem ◽  
J.R Oluremi ◽  
A.K Adeosun
Keyword(s):  
Liquid Limit ◽  
West African ◽  
Engineering Properties ◽  
Lateritic Soil ◽  
Dry Density ◽  
Sieve Analysis ◽  
Maximum Dry Density ◽  
Base Course ◽  
Pavement Construction ◽  
Highway Pavement

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.

scholarly journals Geotechnical Characterization of Sub-Soil within Ladoke Akintola University of Technology, Ogbomoso-Nigeria

2018 ◽  
Vol 1 (March 2018) ◽  
Author(s):  
J.A Ige
Keyword(s):  
Liquid Limit ◽  
Dry Density ◽  
Maximum Dry Density ◽  
Foundation Design ◽  
University Of Technology ◽  
Undisturbed Samples ◽  
Density Values ◽  
Compactive Effort ◽  
Geotechnical Tests

This study investigates geotechnical characterizations of sub-soil within LAUTECH community as well as the relevant engineering characteristics were evaluated to enable appropriate foundation design. Nine (9) soil samples were obtained at 1.0, 2.0 and 3.0m using boring methods from three locations: LAUTECH Security Unit,(LSU:N8°5.977; E4 10.112), LAUTECH Chapel, (LC:N8° 07.756; E004’ 12.981), and LAUTECH Software Building, (LSB: N8° 09.986; E4’15.781′). The samples were subjected to visual examination and subsequently geotechnical tests in accordance to British Standards BS 1377, (2000). The tests were Specific Gravity (SG), Particle Size Distribution Analyses (PSDA), Liquid Limit (LL), Plastic Limit (PL), and Compaction test using British Standard Light (BSL) compactive effort, California Bearing Ratio (CBR) and Unconfined Compressive Strength (UCS). The samples from all the locations varied from light brown sand to reddish gravel. The SG values for LSU, LSB and LC were (2.66, 2.63, 2.37); (2.68, 2.59, 2.60); (2.48, 2.67, 2.43), respectively, while the grain size varied from fine to coarse. The LL values obtained for LSU, LSB and LC were 38.0, 37.0, 44.0% and 34.0, 32.0, 35.0%, while the corresponding PL values were 21.0, 26.0, 28.0%, and 24.0, 20.0, 21.0%, respectively. The maximum dry density values were (1.94, 1.66, 1.38; 2.38, 2.23, 1.93; 2.02, 2.12, 1.77) g/cm’and OMC values were (13.5, 17.2, 19.2; 11.6, 16.4, 13.8; 12.1, 9.4, 14.0) %, respectively. The ranges of CBR values for the soaked and un-soaked samples for LSU, LSB and LC were 26.0 – 38.0; 36 – 52; 26.0 – 59.0%, and 61 – 74; 71 – 85; 56 – 70%, respectively. The UCS values for the disturbed and undisturbed samples were (363 ~ 865; 497 ~ 694; 202 ~ 596) kN/w and (396 ~ 831; 427 ~ 726; 236 – 732) KNAm’. The samples obtained from LSU and LC were classified as A-2, while LSB sample was classified as A-4 and A-6. The samples obtained at (1m) depths within LAUTECH Community are suitable as sub-grade materials. Hence, stabilization is recommended at further depths prior to their applications for engineering purposes.

Effect of the Grain Size of Sand on Expansive Soil

2020 ◽  
Vol 857 ◽  
pp. 367-373
Author(s):  
Yahya K. Atemimi
Keyword(s):  
Expansive Soils ◽  
Soil Mechanics ◽  
Expansive Soil ◽  
Swelling Pressure ◽  
Liquid Limit ◽  
Dry Density ◽  
Sieve Analysis ◽  
Maximum Dry Density ◽  
Sand Mixture ◽  
New Phase

The interest in expansive soils goes as far as they were considered as a new phase of soil mechanics. Problems associated with potential volume change of soils occur worldwide, mainly in the arid and semi-arid climatic region, as is the case of the country of this research. These problems are particularly existed in regions where the variation in the moisture content can cause a potential expansiveness of the soil. In fact, Bentonite/Sand mixture represents one of the available answers for the geotechnical engineering problems such as heaves, cracks and other damages caused by swelling and shrinkage. This mixture may be used to 1) reduce the settlement time of structures, and 2) increase the permeability of soils. The main target of the present work is to demonstrate the influence of adding sand on an expansive soil (bentonite) behavior. This includes an investigation to the effect of the amount and the particles size of sand on the physical properties of the expansive soil. The reduction in swelling and swelling pressure of the expansive soil by the addition of different percentages and different particles size of sand and the consequent effect on strength characteristic were also studied. Thirteen samples of Bentonite/sand mixture were used in this study to evaluate the effect of the sand percentages on the swelling behavior. To implement the laboratory program, many tests were used which were sieve analysis, Atterberg’s limits, compaction, and free swelling test with swelling pressure test. The results indicated a reduction in the liquid limit of around 55% and in the plastic limit of around 54%, where the increase in the maximum dry density was 46%. On the other hand, the reduction in the swelling pressure was 87.5%.

scholarly journals Effect of Cement Kiln Dust on the Geotechnical Properties of Clay in Ede, South-western, Nigeria

2018 ◽  
Vol 1 (March 2018) ◽  
Author(s):  
S.I Adedokun ◽  
J.R Oluremi ◽  
N.T Adekilekun ◽  
O.V Adeola
Keyword(s):  
Specific Gravity ◽  
Soil Sample ◽  
Geotechnical Properties ◽  
Cement Kiln Dust ◽  
Natural Soil ◽  
Cement Kiln ◽  
Dry Density ◽  
Sieve Analysis ◽  
Maximum Dry Density ◽  
Kiln Dust

This paper investigated the effect of cement kiln dust (CKD) on the geotechnical properties of clay. Soil sample was collected from clay deposit at Ede North Local Government Area, Osun State, which lies within the geographical coordinates of 7N and 4E, was treated with up to 10% CKD. Sieve analysis, specific gravity, consistency limits, compaction (British Standard Light, BSL and West African Standard, WAS) and California Bearing Ratio (CBR) tests were carried out on both treated and untreated soil samples. Results showed that Ede clay is an A-7- 6 soil. Specific gravity increased from 2.61 to 2.91 with increase in CKD from 0 to 10%, maximum dry density (MDD) of the natural soil sample increased from 1.72 and 1.76 g/m’ to 1.84 and 1.85 g/m’ at 8% CKD for BSL and WAS, respectively. The unsoaked CBR of the specimen increased from 17 to 35% for 0-10% addition of CKD, and a similar trend was observed for the 24 hours soaked CBR values. This study indicated that CKD, though regarded as waste material, can be used to improve the geotechnical properties of Ede clay.

scholarly journals Geotechnical Behavior of Stabilized Dunes Sand by Cement

2021 ◽  
Vol 10 (2) ◽  
pp. 69-74
Author(s):  
Mohamed B. D. Elsawy
Keyword(s):  
Water Immersion ◽  
Sand Dunes ◽  
Experimental Tests ◽  
Dry Density ◽  
Sieve Analysis ◽  
Maximum Dry Density ◽  
Foundation Soil ◽  
North West ◽  
The North ◽  
Stabilized Soil

The dunes sand is wide spread with huge quantities all over the world especially in desert areas near roads. The objective of the current paper is to use dunes sand as a foundation soil under structures instead of utilizing expensive replacement with structural fills. The dunes sand samples were collected from a site outside Tabuk city in the north-west of Saudi Arabia. Several experimental tests were performed on the dunes sand samples such as sieve analysis, standard Proctor compaction, drained direct shear and CBR. The test results indicated that the sand dunes are SP according to USCS. The sand dunes have also low shear strength and CBR value. The bearing ability of the sand dunes became weaker due to water immersion. Therefore, the construction on the non-treated dunes sand is impossible. For the later reason, the dunes sand was stabilized with various ordinary Portland cement fractions ranging from 3% to 15%. Compaction and CBR tests were conducted on the stabilized dunes sand. The maximum dry density increased as the increments of the cement contents accompanying with the decrement of porosity and optimum moisture content. The stabilized dunes sand implied higher CBR values than the non-treated soil.  The CBR values of the stabilized soil increased with increasing cement fractions. The stabilized dunes sand induced very high CBR values after longer curing times for all the utilized cement contents. The stabilized dunes sand using only 3% is considered the optimum design achieving good performance under structures and best economic mix.

scholarly journals Toward a better understanding of the effects of cement treatment on microstructural and hydraulic properties of compacted soils

2018 ◽  
Vol 163 ◽  
pp. 06007
Author(s):  
Harifidy Ranaivomanana ◽  
Andry Razakamanantsoa
Keyword(s):  
Hydraulic Properties ◽  
Silty Sand ◽  
Dry Density ◽  
Granular Soils ◽  
Maximum Dry Density ◽  
Compacted Soils ◽  
Compaction Method ◽  
Different Levels ◽  
Standard Compaction

This study deals with the problem of the experimental characterization of cement-treated compacted soils in terms of microstructural and hydraulic properties. Some tests are conducted on two different types of soil: silty sand and clay as fine soils and gravelous sand and alterite as granular soil. Some samples are mixed with 5% of cement and compacted at different levels (i.e., 85%, 95%, 100% and 105% of the maximum dry density, respectively, as achieved using the standard compaction method). The results of the mercury intrusion porosimetry (MIP) tests performed on these cement-treated soils reveal significant changes as regards macropores due to the combined effects of treatment and compaction. Consequently, a decrease in the permeability is clearly observed for all the tested soils when the degree of compaction increases. This decrease is significantly greater in fine soils, which are more sensitive to compaction effects than granular soils.

scholarly journals Fundamental factors on the behaviour of bagasse ash stabilized organic soil

2019 ◽  
Vol 258 ◽  
pp. 01019
Author(s):  
John Tri Hatmoko ◽  
Hendra Suryadharma
Keyword(s):  
Compression Strength ◽  
Organic Soil ◽  
Organic Soils ◽  
Dry Density ◽  
Unconfined Compression Strength ◽  
Compression Tests ◽  
Unconfined Compression ◽  
Maximum Dry Density ◽  
Quick Lime ◽  
Stabilized Soil

A series of experimental programs was undertaken to investigate mechanical behaviour of bagasse ash stabilized organic soil. Preliminary experiment was done to verify the chemical and physical characteristics of bagasse ash and organic soil. The following experiment was then performed to study the improvement of unconfined compression strength of bagasse ash stabilized organic soil. In this research, three different organic soils and four different bagasse ashes were used. The soil was mixed with 10, 20 and 30% bagasse ash, then a set of unconfined compression tests were performed. In general, the results indicate that the unconfined compression strength of stabilized soil improve proportional to the percentage of bagasse ash. And, the quick lime content (CaO), ratio between quick lime and silica (CaO/SiO2), and ratio between quick lime and the sum of silica and alumina {CaO/(SiO2+Al2O3)} were the fundamental factors affecting the improvement of bagasse ash stabilized soil unconfined compression strength. The significant improvement occurs on 0.25 < (CaO/SiO2) < 1.00, and 0.20< (CaO/(SiO2+Al3O3) < 0.67. In contrast, organic content decreased unconfined compression, and maximum dry density (MDD) of stabilized soil. The addition of bagasse to the organic soil, however, does not significantly improve the unconfined compression strength, then addition of 6, 8, and 10% calcium carbide residue (CCR) was performed to the bagasse ash stbilized organic soil to get better engineering performance of stabilized soil. For 9% CCR, qu improve from 93 to 208 kPa.

Electron microscopic characterization of diamond thin films and substrates for diamond heteroepitaxial growth

1989 ◽  
Vol 47 ◽  
pp. 592-593
Author(s):  
J.B. Posthill ◽  
R.P. Burns ◽  
R.A. Rudder ◽  
Y.H. Lee ◽  
R.J. Markunas ◽  
...  
Keyword(s):  
Thin Films ◽  
Wide Band ◽  
Deposition Process ◽  
Heteroepitaxial Growth ◽  
Electron Microscopic ◽  
Wide Band Gap ◽  
Lattice Matching ◽  
Different Types ◽  
Diamond Thin Films

Because of diamond’s wide band gap, high thermal conductivity, high breakdown voltage and high radiation resistance, there is a growing interest in developing diamond-based devices for several new and demanding electronic applications. In developing this technology, there are several new challenges to be overcome. Much of our effort has been directed at developing a diamond deposition process that will permit controlled, epitaxial growth. Also, because of cost and size considerations, it is mandatory that a non-native substrate be developed for heteroepitaxial nucleation and growth of diamond thin films. To this end, we are currently investigating the use of Ni single crystals on which different types of epitaxial metals are grown by molecular beam epitaxy (MBE) for lattice matching to diamond as well as surface chemistry modification. This contribution reports briefly on our microscopic observations that are integral to these endeavors.

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