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 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.

Effect of Slag on Engineering Properties of Contamination Soil

2020 ◽  
Vol 857 ◽  
pp. 253-258
Author(s):  
Mohamed Moafak Arbili ◽  
Mohamed Karpuzcu ◽  
Farman Khalil
Keyword(s):  
Shear Strength ◽  
Contaminated Soils ◽  
Engineering Properties ◽  
Dry Density ◽  
Maximum Dry Density ◽  
Additional Material ◽  
Pozzolanic Reactivity ◽  
Density Values ◽  
The Impact ◽  
Water Contents

In this study investigates utilizing of slag as an additional material to improve engineering properties of contaminated soil by crude oil to changing the engineering characteristics to be satisfying and compatible, this is due to its pozzolanic reactivity. The aim of this study the impact of slag material in geotechnical engineering and to stabilize properties of contaminated soils. Two percentages of slag were utilized in this study, which is 0% and 6%. Compaction and direct shear strength tests had been conducted on the artificial contaminated prepared soil samples. In the results, showed that the increasing of slag leads to a decrease in the optimum water contents while the maximum dry density values increase. Furthermore, the shear strength is improved by utilizing slag so that slag can be considered as a stabilizing material to improve the properties of contamination soil.

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 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 Lateritic Soil Stabilized with Periwinkle Shells Powder

2018 ◽  
Author(s):  
Abiola. Michael Dauda ◽  
Joseph O. Akinmusuru ◽  
Oluwaseun. A. Dauda ◽  
Taiwo O. Durotoye ◽  
Kunle Elizah Ogundipe ◽  
...  
Keyword(s):  
Moisture Content ◽  
Preliminary Test ◽  
Progressive Increase ◽  
Engineering Properties ◽  
Lateritic Soil ◽  
Dry Density ◽  
Maximum Dry Density ◽  
Natural Moisture Content ◽  
Shell Powder ◽  
Periwinkle Shell

This study used eco-friendly materials known as Periwinkle Shell Powder (PSP) in stabilizing the engineering properties of lateritic soil. Preliminary test was performed on the un-stabilized lateritic soil for the purposes of identification and classification (natural moisture content, liquid limits, plastic limits, and plasticity index). The engineering tests were conducted on the lateritic soil stabilized with additions of (2, 4, 6, 8 and 10 %) PSP and OPC respectively. The result showed that cement gave a progressive increase in the Maximum Dry Density (MDD) of the lateritic soil from 1875 kg/m3 (2 %) to 2294 kg/m3 (10 %) respectively. This represents 22 % increase in the MDD from the un-stabilized state. For PSP, the Maximum MDD was attained at 6 % (1974 kg/m3), representing 5.3 % increase in MDD of the soil from the un-stabilized state. For both stabilizing agent, the Optimum Moisture Content (OMC) increases from 13.65 % to 13.83 % and from 11.72 % to 14.41 % for Cement and Periwinkle Shell Powder respectively. PSP recorded an increase of 5.6 % of CBR value compared with OPC that recorded an increase of 34 % CBR value. The study therefore concluded that Periwinkle Shell Powder (PSP) could be considered as good stabilizer for clayey or lateritic, and its uses as a stabilizer could also provide a big relief to the environmental pollution caused by its indiscriminate dumping.

Effect of Lime on Compaction, Strength and Consolidation Characteristics of Pontian Marine Clay

2015 ◽  
Vol 72 (3) ◽  
Author(s):  
Siaw Yah Chong ◽  
Khairul Anuar Kassim
Keyword(s):  
Construction Material ◽  
Soft Clay ◽  
Engineering Properties ◽  
Dry Density ◽  
Marine Clay ◽  
Maximum Dry Density ◽  
Stabilization Phase ◽  
Compaction Curve ◽  
Stabilized Soil

Marine clay is a problematic construction material, which is often encountered in Malaysian coastal area. Previous researchers showed that lime stabilization effectively enhanced the engineering properties of clay. For soft clay, both strength and consolidation characteristics are equally important to be fully understood for design purpose. This paper presented the effect of lime on compaction, strength and consolidation characteristics of Pontian marine clay. Compaction, unconfined compression, direct shear, Oedometer and falling head permeability tests were conducted on unstabilized and lime stabilized samples at various ages. Specimens were prepared by compaction method based on 95 percent maximum dry density at the wetter side of compaction curve. It was found that lime successfully increased the strength, stiffness and workability of Pontian marine clay; however, the permeability was reduced. Unconfined compressive strength of stabilized soil was increased by 49 percent at age of 56 days whereas compressibility and permeability was reduced by 48 and 67 percent, respectively. From laboratory tests, phenomenon of inconsistency in engineering characteristics was observed for lime stabilized samples below age of 28 days. This strongly proved that lime stabilized soil underwent modification phase before stabilization phase which provided the long term improvement.

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.

scholarly journals Effect of Sand Percentage on the Compaction Properties and Undrained Shear Strength of Low Plasticity Clay

2021 ◽  
Vol 9 (1) ◽  
pp. 16-20
Author(s):  
Iyad Alkroosh ◽  
Ali Al-Robay ◽  
Prabir Sarker ◽  
Saif Alzabeebee
Keyword(s):  
Shear Strength ◽  
Moisture Content ◽  
Undrained Shear Strength ◽  
Optimum Moisture Content ◽  
Dry Density ◽  
Sand Content ◽  
Compression Tests ◽  
Maximum Dry Density ◽  
Sand Mixture ◽  
Undrained Shear

This paper investigates the influence of sand content on the mechanical behavior of a low plasticity clay that collected from south of Iraq (Sumer town). Samples have been prepared with sand contents of 0%, 10%, 20%, 30%, and 40% of the clay weight. Standard Proctor and unconfined compression tests have been carried out and the optimum moisture content, maximum dry density, and undrained shear strength have been determined. The results show a gradual increasing trend of the maximum dry density with the increase of the sand content up to 30%. The highest dry density reaches 1.90 g/cm3 corresponding to an optimum moisture content of 12%. In addition, this paper shows that the undrained shear strength is inversely proportional to the increase of the percentage of sand. The results of this work provide a useful addition to the literature regarding the behaviour or low plasticity clay-sand mixture.

Shear Strength of BC-Soil Admixed with Lime and Bio-Enzyme

2019 ◽  
Vol 969 ◽  
pp. 327-334
Author(s):  
C. Jairaj ◽  
M.T. Prathap Kumar ◽  
H. Muralidhara
Keyword(s):  
Shear Strength ◽  
Soil Stabilization ◽  
Morphological Changes ◽  
Ground Improvement ◽  
High Strength ◽  
Sem Analysis ◽  
Dry Density ◽  
Test Results ◽  
Maximum Dry Density ◽  
Lime Content

This BC Soil are expansive in nature and are problematic because of low shear strength and high compressibility. Review of literatures have proven that addition of lime imparts high strength with a corresponding reduction in swell of BC soils. In addition, Bio-enzymes have also been found to play a key role as activators in improving the characteristics of clayey soils such as BC soil. Development and use of non-traditional ground improvement techniques such as bio-enzymes in combination with lime for soil stabilization helps to reduce the cost and the detrimental effects on the soil environment. In the present study lime and bio-enzymes were used as soil stabilizing agents. Compaction test results on BC soil admixed with different percent of lime indicated that 3% addition lime gives higher maximum dry density of 17kN/m3 with OMC of 21% compare to other addition of lime percentages. Keeping 3% of lime as optimum lime content(OLC), BC Soil was admixed with different dosages of Bio-enzymes 25ml/m3, 50ml/m3, 100 ml/m3,150ml/m3, and 200ml/m3 along with OLC was tested for compaction and unconfined compressive strength(UCC). Further UCC test was carried out for different curing period of 0, 7, 15, 30, and 60 Days to analyse the long term effect of BC soil admixed with bio-enzymes with and without lime content. Morphological and chemical analysis was done by using XRD and SEM analysis, from all the test results it was found that 3%OLC + 75ml/m3 of bio-enzymes for 7 day of curing gives higher UCC of 450 kPa. From the SEM it was found that better bond between particles found to develop in bio-enzyme+ lime admixed BC soil in comparison with lime alone admixed BC soil. XRD studies indicated morphological changes in crystallinity and structure of stabilized BC soil in comparison to BC soil alone.

scholarly journals Stabilization of Black Cotton Soil with Groundnut Shell Ash

2021 ◽  
Keyword(s):  
Shear Strength ◽  
Soil Stabilization ◽  
Expansive Soil ◽  
Soil Samples ◽  
Black Cotton Soil ◽  
Naturally Occurring ◽  
The Subject ◽  
Groundnut Shell ◽  
Groundnut Shell Ash ◽  
Properties Of Soil

Abstract. The analysis of GSA for the stabilization of soil samples is the subject of this research paper. In recent years, soil stabilization techniques have been effective in improving the shear strength parameters of poor soils. GSA is a naturally occurring substance that causes human health and environmental issues. Physical properties of soil were calculated, including Atterberg's limits, compaction characteristics, and strength characteristics of virgin soil samples. GSA was applied to the soil in various percentages (2 to 10 percent). The soil sample's intensity increased up to 6% before decreasing. It is clear that 6% of GSA to the soil is an optimum percentage and it leads to an increase in shear strength and bearing capacity in expansive soil.

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