scholarly journals The effect of randomly distributed natural fibers on some geotechnical characteristics of a lateritic soil

2021 ◽  
Vol 3 (6) ◽  
Author(s):  
A. K. Lawer ◽  
S. I. K. Ampadu ◽  
F. Owusu-Nimo
Keyword(s):  
Natural Fibers ◽  
Road Construction ◽  
Engineering Properties ◽  
Lateritic Soil ◽  
Dry Density ◽  
Ratio Test ◽  
Maximum Dry Density ◽  
Unconfined Compression Test ◽  
Palm Fiber ◽  
Geotechnical Characteristics

AbstractWeak lateritic subgrades are more often than not encountered during road construction in Ghana. This makes it necessary to find economically efficient ways to improve the engineering properties of these marginal lateritic soils. The objective of this study is to investigate the effects of coconut fiber (30 mm, 60 mm and 90 mm fiber lengths) and palm fiber on some geotechnical characteristics of a weak lateritic subgrade. The lateritic soil was collected from the KNUST campus and blended with various percentages of the fibers varying between 0.1 and 1.0% by weight of dry soil. The mixed materials were then subjected to various laboratory tests including compaction, unconfined compression test and 4-day-soaked California bearing ratio test. From the results, it was observed that increasing the fiber content decreased the maximum dry density and increased the optimum moisture content. The inclusion of the fiber increased the soaked CBR from 7 to a maximum of 18, 22, and 25 at 30 mm, 60 mm and 90 mm fiber lengths, respectively. The unconfined compressive strength also increased from 140 to a maximum of 353 kPa, 398 kPa and 447 kPa, respectively, for 30 mm, 60 mm and 90 mm fiber lengths. Similarly, palm fiber inclusion recorded maximum soaked CBR value of 14% and UCS value of 352 kPa. These peak values were obtained at optimum fiber contents of 0.2%.

scholarly journals Geotechnical Properties of Fresh and Degraded MSW in the Foothill of Shivalik Range Una, Himachal Pradesh

2019 ◽  
Vol 8 (2) ◽  
pp. 363-374 ◽  
Keyword(s):  
Moisture Content ◽  
Himachal Pradesh ◽  
Engineering Properties ◽  
Dry Density ◽  
Maximum Dry Density ◽  
Overburden Pressure ◽  
Dump Site ◽  
Angle Of Internal Friction ◽  
Geotechnical Characteristics ◽  
Geotechnical Tests

The aim of the present study is to determine the physical and geotechnical characteristics of municipal solid waste (MSW) from an open dump site located in Una town, Himachal Pradesh (India) for the analysis of settlement and structural stability of landfill. Degraded waste was tested for different time intervals ranging from 6 months to 6 years. The physical characterization and the geotechnical tests were performed to determine the composition and the engineering properties of MSW respectively. The presence of moisture content in the fresh waste was 49.5±1.05% but for the degraded (or old) waste it varied between 39.8 to 51.6%. The specific gravity of fresh and old waste varied between 1.83±0.05 and 1.85 for 6 months old waste and 2.28 for 5-6 years old degraded waste respectively. The maximum dry density (MDD) was observed to be 4.28 kN/m2 for fresh waste at the optimum moisture content (OMC) of 78.1% and 4.47 kN/m3 for 6 months old waste and 6.25 kN/m3 for the degraded waste of 5-6 years at 80.2, 85.4% of OMC respectively. The hydraulic conductivity (k) of MSW was found to be decreasing with the degradation of MSW and the overburden pressure whereas the shear strength increased along with the degradation of the waste. The cohesion (c) and angle of internal friction (φ) increased respectively from 31.2 kPa(fresh) to 38 kPa(degraded) and 14° to 22° with the increase in waste degradation. The compression ratio of fresh waste was within the ranges of 0.19-0.29 and for degraded MSW it varied between 0.12 for 6 months old waste and 0.17 for 5-6 years old degraded waste respectively.

The Geotechnical Properties of Lateritic Soil Treated with Crushed Glass Cullet

2013 ◽  
Vol 824 ◽  
pp. 21-28 ◽  
Author(s):  
Adrian O. Eberemu ◽  
Joseph E. Edeh ◽  
A.O. Gbolokun
Keyword(s):  
Retaining Wall ◽  
Geotechnical Properties ◽  
Lateritic Soil ◽  
Dry Density ◽  
Glass Cullet ◽  
Maximum Dry Density ◽  
Unconfined Compression Test ◽  
Angle Of Internal Friction ◽  
Density Relationship ◽  
Cullet Content

Lateritic soil treated with up to 20% glass cullet content was subjected to grain-size distribution, consistency tests, specific gravity tests, compaction using standard proctor, California Bearing Ratio (CBR), unconfined compression test, direct shear test and permeability tests. The study showed increase in grain sizes resulting in coarser soil, changes in moisture-density relationship, resulting in lower Optimum Moisture Content (OMC) and higher Maximum Dry Density (MDD), an increase in CBR, an increase in unconfined compressive strength (UCS); changes in cohesion-frictional angle relationship resulting in lower cohesion (c) and higher angle of internal friction (Φ) and an increase in co-efficient of permeability, k, with increased glass cullet treatment. These results show an improvement in geotechnical properties, making glass cullet-lateritic soil blend; a potentially good highway material and suggesting the suitability of the blend for embankments, structural and non-structural fill and retaining wall backfill.

scholarly journals Experimental Study on the Utilization of Fine Steel Slag on Stabilizing High Plastic Subgrade Soil

2017 ◽  
Vol 2017 ◽  
pp. 1-11 ◽  
Author(s):  
Hussien Aldeeky ◽  
Omar Al Hattamleh
Keyword(s):  
Steel Slag ◽  
Dry Weight ◽  
Geotechnical Properties ◽  
Engineering Properties ◽  
Dry Density ◽  
Maximum Dry Density ◽  
Geotechnical Characteristics ◽  
Subgrade Soil ◽  
Free Swell ◽  
High Plastic

The three major steel manufacturing factories in Jordan dump their byproduct, steel slag, randomly in open areas, which causes many environmental hazardous problems. This study intended to explore the effectiveness of using fine steel slag aggregate (FSSA) in improving the geotechnical properties of high plastic subgrade soil. First soil and fine steel slag mechanical and engineering properties were evaluating. Then 0%, 5%, 10%, 15%, 20%, and 25% dry weight of soil of fine steel slag (FSSA) were added and mixed into the prepared soil samples. The effectiveness of the FSSA was judged by the improvement in consistency limits, compaction, free swell, unconfined compression strength, and California bearing ratio (CBR). From the test results, it is observed that 20% FSSA additives will reduce plasticity index and free swell by 26.3% and 58.3%, respectively. Furthermore, 20% FSSA additives will increase the unconfined compressive strength, maximum dry density, and CBR value by 100%, 6.9%, and 154%. By conclusion FSSA had a positive effect on the geotechnical properties of the soil and it can be used as admixture in proving geotechnical characteristics of subgrade soil, not only solving the waste disposal problem.

scholarly journals Experimental Study of Improving the Properties of Lime-Stabilized Structural Lateritic Soil for Highway Structural Works using Groundnut Shell Ash

2021 ◽  
Vol 18 (9) ◽  
Author(s):  
Olugbenga AMU ◽  
Oluwaseun ADETAYO ◽  
Feyidamilola FALUYI ◽  
Emmanuel AKINYELE
Keyword(s):  
Soil Samples ◽  
Engineering Properties ◽  
Lateritic Soil ◽  
Dry Density ◽  
Maximum Dry Density ◽  
Atterberg Limit ◽  
Compaction Test ◽  
Three Samples ◽  
Groundnut Shell ◽  
Groundnut Shell Ash

This research considered the viability of groundnut shell ash (GSA) on lime-stabilized lateritic soil for highway structural works. Three samples of lateritic soil, named samples A, B, and C, were gathered from Idita-Mokuro, NTA-Mokuro, and ETF burrow pits, respectively, in Ile-Ife, Osun State, Nigeria. Preliminary tests were completed on the samples in their natural states and when stabilized with optimum lime. Engineering properties were performed while 2, 4, and 6 % GSA contents were added to the soil samples at optimum lime. The Atterberg limit tests showed a significant reduction in the plasticity index for samples A and C when stabilized with lime. Compaction test showed a decrease in the maximum dry density from 1,685 to 1,590 kg/m3 for sample A, 1,599 to 1,512 kg/m3 for sample B, and 1,396 to 1,270 kg/m3 for sample C on stabilizing with lime; the introduction of GSA to stabilized lime soil diminished the maximum dry density for all the soil samples, with sample A reduced to 1,435 and 1,385 kg/m3 at 2 and 4 GSA contents, respectively. The addition of GSA improved the engineering properties of lime-stabilized soils as the unsoaked CBR esteems expanded for all soil samples. At an optimum lime dosage, the addition of 2 % GSA expanded the triaxial shear strength from 60.43 to 188.36 kN/m2 for sample A and, at 4 % GSA content, both soil samples B and C increased from 19.19 to 201.48 kN/m2 and 30.62 to 111.65 kN/m2, respectively. Conclusively, GSA improved the toughness and strength of lime-stabilized lateritic soil for highway structural works.

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 Properties of Lateritic Soil Stabilized with Ground-Nut Husk Ash

2016 ◽  
Vol 2 (11) ◽  
pp. 568-575 ◽  
Author(s):  
Emeka Segun Nnochiri ◽  
Olumide Moses Ogundipe
Keyword(s):  
Soil Sample ◽  
Unconfined Compressive Strength ◽  
Road Construction ◽  
Optimum Moisture Content ◽  
Geotechnical Properties ◽  
Lateritic Soil ◽  
Natural Soil ◽  
Dry Density ◽  
Engineering Property ◽  
Maximum Dry Density

This study assesses the geotechnical properties of lateritic soil stabilized with Ground-nut Husk Ash. Preliminary tests were carried out on the natural soil sample for identification and classification purposes, while consistency limits tests were thereafter carried out as well. Engineering property tests such as California Bearing Ratio (CBR), Unconfined Compressive Strength (UCS) and compaction tests were performed on both the natural soil sample and the stabilized lateritic soil, which was stabilized by adding Ground-nut Husk Ash, GHA, in percentages of 2, 4, 6, 8 and 10 by weight of the soil.  The results showed that the addition of GHA enhanced the strength of the soil sample. The Maximum Dry Density (MDD) reduced from 1960 kg/m3 to 1760 kg/m3 at 10% GHA by weight of soil. The Optimum Moisture Content (OMC) increased from 12.70% to 14.95%, also at 10% GHA by weight of soil. The unsoaked CBR values increased from 24.42% to 72.88% finally, the UCS values increased from 510.25 kN/m2 to 1186.46 kN/m2, for both CBR and UCS, the values were at 10% GHA by weight of soil. It was therefore concluded that GHA performs satisfactorily as a cheap stabilizing agent for stabilizing lateritic soil especially for subgrade and sub base purposes in road construction.

scholarly journals Geotechnical Characteristics of Benin Formation, Owerri Imo State, Nigeria

2021 ◽  
Vol 3 (2) ◽  
pp. 1-5
Author(s):  
O. E Agbasi
Keyword(s):  
Moisture Content ◽  
Construction Projects ◽  
Drainage System ◽  
Road Construction ◽  
Linear Shrinkage ◽  
Dry Density ◽  
Maximum Dry Density ◽  
Geotechnical Characteristics ◽  
Road Projects ◽  
Niger Delta Basin

A good road network consists of a constant stretch of asphalt laid down for a smooth ride. The spot in the smooth ride on the pavement is commonly referred to as "pavement failure." Soil type, load bearing capacity of materials, zone of vulnerability, resistance to permeation, compressibility, shrinkage limit, and other details are frequently required in order to construct a very good and solid foundation for the planned bridge site. In Nigeria, numerous factors contribute to the failure of road construction projects. They are primarily insufficient research on subgrade and other pavement materials (sub-base and base courses) prior to the start of road projects; flawed engineering, including a poor drainage system and supervision throughout road construction; and shoddy workmanship that was superimposed with asphaltic concrete to improve strength. Within the Niger Delta basin, the study area is located between latitude 5.485°N and longitude 7.035°E. The Benin Formation underpins the study area. It is composed primarily of friable sands, conglomerates, very coarse sandstone, and isolated gravel units, as well as intercalation of Pliocene to Miocene shale/clay lenses. Natural Moisture Content (NMC), Linear Shrinkage (LS), Particle Size Distribution, and California Bearing Ratio were among the laboratory tests performed on samples collected at failed and stable sections of some selected road segments (CBR). When compared to the stable sections, the NMC along the failed sections was on the high side (ranging from 13.11 percent to 26.89 percent) (ranging from 11.11 percent to 16.40 percent). The majority of the tested soils passed the 0.075mm sieve with a percentage greater than the Federal Ministry of Works and Housing's maximum of 35% for subgrade materials. The maximum dry density (MDD) for the samples at failed and stable sections was 1550 kg/m3 to 1860 kg/m3; 1650 kg/m3 to 1980 kg/m3; and the Optimum Moisture Content (OMC) was 8.30% to 20.30%. The soaked CBR values ranged from 2 to 17 percent, while the unsoaked values ranged from 4 to 25 percent.

Effect of Groundnut Shell Ash on Laterite Soils Stabilized with Lime for Civil Structures

2021 ◽  
Vol 13 (4) ◽  
Author(s):  
Oluwaseun A. Adetayo ◽  
◽  
Olugbenga O. Amu ◽  
Feyidamilola Faluyi ◽  
Emmanuel Akinyele ◽  
...  
Keyword(s):  
Shear Strength ◽  
Local Government ◽  
Local Government Area ◽  
Engineering Properties ◽  
Lateritic Soil ◽  
Dry Density ◽  
Maximum Dry Density ◽  
Civil Structures ◽  
Groundnut Shell ◽  
Groundnut Shell Ash

This study considered the practicality of groundnut shell ash (GSA) on laterite stabilized with lime for civil structures. Three site locations of lateritic soil named specimen I, II and III were assembled from Ifewara, Atakunmosa West Local Government Area, Ilesa East Local Government Area, and Ilesa West Local Government, all situated in Osun State, Nigeria. Preliminary tests were wrapped up on the soil specimens in their characteristic states and when stabilized with optimum lime. Compaction, California Bearing Ratio (CBR) and undrained triaxial shear strength tests were performed when fluctuating paces of 2 %, 4 %, 6 %, and 8 % of GSA were included to the soil specimens at optimum lime. The Atterberg limits tests showed a critical decrease in plasticity index for all the soil specimens when stabilized with lime. Compaction test showed a lessening in the maximum dry density from 1732 kg/m3 to 1651 kg/m3 for specimen I, 1874 kg/m3 to 1621 kg/m3 for specimen II and 1683 kg/m3 to 1655 kg/m3 for specimen III on stabilizing with lime, presentation of GSA to stabilized lime-soil decreases the maximum dry density for all the soil specimen with specimen I diminished to 1642 kg/m3, 1595 kg/m3, 1611 kg/m3 and 1611 kg/m3 at 2 %, 4 %, 6 % and 8 % GSA substances individually. Addition of GSA substances enhanced the engineering properties of laterite stabilized with lime as the unsoaked CBR values expanded for all the soil specimens. At optimum lime measurements, addition of 4 % GSA expanded the shear strength to 110.74 kN/m2 and 127.53 kN/m2 for specimens I and II individually while at 6 % GSA addition, the shear strength of specimen III was peak 118.24 kN/m2. The expansion in shear strength further affirms the improvement prior shown in the geotechnical properties of lateritic soil with the addition of groundnut shell ash. addition of 2 % GSA content extended the triaxial shear strength from 60.43kN/m2 to 188.36kN/m2 for specimen I, and at 4% GSA content, both soil specimens II and III expanded from 19.19kN/m2 to 201.48kN/m2 and 30.62kN/m2 to 111.65kN/m2 separately. Conclusively, GSA improved the durability and strength of lateritic soils stabilized with lime for civil structures.

scholarly journals Assessment of Soil Compaction – A Project Study

1970 ◽  
Vol 3 ◽  
Author(s):  
Md Gazi Ferooz Rahman ◽  
MDH Talukder ◽  
AHMM Rahman
Keyword(s):  
Soil Compaction ◽  
Road Construction ◽  
Engineering Properties ◽  
Unit Weight ◽  
Dry Density ◽  
Maximum Dry Density ◽  
Project Study ◽  
Proctor Test ◽  
Standard Proctor Test

Soil compaction is one of the most important aspects of any earthwork construction. Compaction improves the engineering properties of the fills. Nearly all compaction specifications are based on achieving a certain value of dry unit weight (γd). During construction, the geotechnical engineers measure the unit weight of compacted soil in the field to verify the contractor’s compliance with the requirement. This paper is a project study of road construction project "Road Zia Colony to Mirpur Cantonment". Soil samples were collected from five different locations. In situ dry density was obtained by Sand Cone Test from each location. The laboratory tests (Standard Proctor Test) were carried out to find out the dry density for each sample. The maximum dry density in relation to moisture content was obtained. Relative compaction (CR) of soil at each location was then calculated to the soil compaction of the said road project.KEY WORDS: Compaction; porosity; density; Unit Weight DOI: http://dx.doi.org/10.3329/mist.v3i0.8046

scholarly journals Geotechnical and Chemical Evaluation of Tropical Red Soils in a Deltaic Environment: Implications for Road Construction

2016 ◽  
Vol 8 (3) ◽  
pp. 42
Author(s):  
Akaha C. Tse ◽  
Adunola O. Ogunyemi
Keyword(s):  
Road Construction ◽  
Liquid Limit ◽  
Engineering Properties ◽  
Dry Density ◽  
Maximum Dry Density ◽  
Geological Investigation ◽  
Red Soils ◽  
Laboratory Test Results ◽  
Major Oxide ◽  
Composite Engineering

Tropical red soils which occur in the dry flatlands and plains of the eastern Niger Delta Nigeria were evaluated using combined conventional engineering geological investigation with major oxide geochemistry to determine their properties and evaluate their engineering performance in road construction. Laboratory test results indicate that the brownish materials are uniformly graded, silty clayey sandy soils. The silica to sesquoxide ratio values of 3 to 4.37 indicate that they are non-lateritic tropically weathered soils. The average values of the specific gravity, liquid limit, plasticity index and shrinkage limits are 2.67, 37%, 10% and 7.6% respectively. They are soils of low to medium plasticity. The unsoaked and soaked CBR values range from 14-38% and 3-9% respectively whereas the average undrained shear strength is 172kN/m2. Maximum dry density and optimum moisture content values fall between 1680 to 1880kN/m2 and 13-16% respectively. Generally the soils classify as A-7-6 to A-2-4 subgroups of the AASHO classification. The overall implication of these composite engineering properties is that the non-lateritic soils rate as poor to fair subgrade materials.

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