Effects of Glass Fines on the Geotechnical Properties of Cement Stabilized Lateritic Soil

2019 ◽  
Vol 45 ◽  
pp. 42-52 ◽  
Author(s):  
Solomon I. Adedokun ◽  
Johnson R. Oluremi ◽  
Damilare S. Obebe
Keyword(s):  
Soil Sample ◽  
Cement Content ◽  
Liquid Limit ◽  
Geotechnical Properties ◽  
Lateritic Soil ◽  
Sieve Analysis ◽  
Plastic Limit ◽  
Atterberg Limit ◽  
Stabilized Soil ◽  
Composite Mixture

Effect of glass fines and cement as a composite mixture on the geotechnical properties of a poor lateritic soil obtained from a borrow pit at Aroje, Ogbomoso, Nigeria was investigated as a reuse method of managing wasted glass. Glass fines up to 12% at intervals of 4% by mass of the soil sample were added to the lateritic soil stabilized with cement of 0, 2, 4, and 6% by mass of the soil sample. Sieve analysis, Atterberg limit, British Standard (BS) Compaction, California Bearing Ratio (CBR) and Unconfined Compressive Strength (UCS) tests were conducted on the stabilized soil specimens. Results showed that Liquid Limit (LL), Plastic Limit (PL) and Plasticity Index (PI) decreased while compaction and UCS of the lateritic soil increased from 0 to 8% addition of glass fines. The CBR of the soil increased continuously from 0 to 12% glass contents. However, addition of cement increased the LL and PI while it decreased the PL between 0 and 4% but increased beyond this range. The compaction, UCS and CBR of the stabilized soil increased significantly with increasing cement content. Hence, the soil can be stabilized with the addition of 8% glass fines and 6% cement content to be used as improved subgrade material for construction of light trafficked pavement.

scholarly journals Characteristics of almond leaf-ash cement stabilized lateritic soil

2020 ◽  
Vol 39 (3) ◽  
pp. 701-709
Author(s):  
D.B. Eme ◽  
K.E. Ohwerhi
Keyword(s):  
Soil Sample ◽  
Lateritic Soil ◽  
Sieve Analysis ◽  
Silty Clay ◽  
Granulation Process ◽  
Stabilized Soil ◽  
Cement Stabilization ◽  
Verification Test ◽  
Cement Soil ◽  
Silty Clay Soil

The use of Almond leaf-ash for stabilization purposes has not been given consideration. This paper was thus aimed at evaluating the characteristics of almond leaf-ash for the essence of stabilizing lateritic soil. Sourced lateritic soil was divided into 3 components (unmodified soil sample, cement stabilized soil sample and almond leaf-ash cement stabilized soil sample). Almond leaves were calcined at 250°C and subjected to granulation process. Preliminary tests such as; sieve analysis, Atterberg’s limit and specific gravity tests were done on the unmodified soil sample for the purpose of classification. CBR tests were performed on the cement stabilized soil sample and on the almond leaf-ash cement stabilized lateritic soil sample. A model was developed using the Scheffe’s simplex theory with the cement component fixed at 10% of the dry lateritic soil. Results revealed that the soil was observed to be a Silty Clay soil (A-4) with Plasticity index of 9.24%, therefore requiring stabilization. CBR results for the developed trial mixes were greater than the 15.20% obtained for 10% cement stabilization showing that Almond leaf-ash significantly improved the CBR of the cement stabilized lateritic soil. The CBR model developed for the Almond leaf-ash cement soil also proved adequate from the verification test conducted using χ2 statistics. Keywords: Almond Leaf Ash, stabilization, California Bearing Ratio, Scheffe’s theory, lateritic soil.

Stabilization Effect of Aluminum Dross on Tropical Lateritic Soil

2018 ◽  
Vol 39 ◽  
pp. 86-96 ◽  
Author(s):  
Ayobami Adebola Busari ◽  
Isaac I. Akinwumi ◽  
Paul O. Awoyera ◽  
O.M. Olofinnade ◽  
T.I. Tenebe ◽  
...  
Keyword(s):  
Solid Waste ◽  
Soil Sample ◽  
Road Construction ◽  
Liquid Limit ◽  
Plasticity Index ◽  
Engineering Properties ◽  
Lateritic Soil ◽  
Suitable Material ◽  
Aluminum Dross ◽  
Stabilized Soil

This experimental research assessed the engineering and geotechnical properties of Aluminum dross (ALDR). Glumly, this solid waste is usually open dumped with detrimental effect on the environment. In a bid to reduce solid waste in the environment and also improve pavement interlayer properties, this research utilized ALDR as a stabilizer for tropical lateritic soil. The lateritic soil was stabilized with the addition of this solid waste at 2% intervals from 2% to 16%. Response surface analysis was used in optimizing the strength and consistency of the stabilized soil sample. The addition of this non-conventional stabilizer helped in modifying the engineering properties of the soil sample, this had indications on the atterberg limit as the liquid limit, and the plasticity index increased from 43% to 54.61% and 28.02%- 40.8% respectively, while the plasticity index reduced from 15.1% - 13.8% signifying soil improvement. The load-bearing capacity of the sample increased from 51.22% to 62.41%. Additionally, the unconfined test showed that addition of ALDR residue improved the consistency of the stabilized soil sample. From the model equation, a positive relationship exists between CBR and UCS. R2value of 0.81 showed the robustness of the model developed. The research showed that aluminum dross is a suitable material for improving the engineering properties of the tropical lateritic soil towards a sustainable road construction.

scholarly journals STABILITAS STRUKTUR TANAH JENIS EKSPANSIF MENGGUNAKAN KOMBINASI ABU DAUN

UKaRsT ◽  
2019 ◽  
Vol 3 (2) ◽  
pp. 13
Author(s):  
Rekso Ajiono ◽  
Herlan Pratikto
Keyword(s):  
Water Content ◽  
Liquid Limit ◽  
Plastic Limit ◽  
Atterberg Limit

Dalam bidang konstruksi Tanah adalah suatu media pijakan inti dari sebuah bangunan. Struktur Tanah yang sebagian banyak terdapat lempung didalam komponennya adalah bersifat Monmorillonite. Tingkat stabilitas tanah yang bersifat Montmorillonite terbilang kurang bagus terhadap daya topang infrastruktur bangunan. Cara stabilitas tanah pada penelitian berikut adalah dengan menggunakan abu daun pada variasi penambahan 5%, 10%, 15% dan 20% dengan melakukan pengujian Water Content dan uji gradasi pada struktur tanah asli yang digunakan sebagai sampel penelitian, Uji tanah sampel diambil dari area perumahan wilis indah kota Kediri yang bersifat Montmorillonite. Pada test uji stabilitas tanah adalah dengan menggunakan benda uji mix tanah montmorillonite dengan abu daun dengan melakukan uji Berat Isi, Batas konsistensi (Atterberg Limit) dan Pemadatan Tanah (Proctor). Pada hasil penelitian struktur tanah asli dikategorikan momoroillonite dan setelah ditambah ampas kopi pada penambahan divariasi maksimal sebesar 20%, nilai Liquid Limit naik menjadi 43% dan nilai Plastic Limit mengalami kenaikan menjadi 31,64%, sehingga index plastic dapat mengalami peningkatan menjadi 11,36%. Saat uji pemadatan dengan kondisi benda uji padat sempurna, berat volume kering tanah asli sebesar 6,72 gr/cm3 dan setelah ditambahkan abu daun sebesar 20% mengalami peningkatan berat volume kering menjadi 10,56 gr/cm3.Kata Kunci: Tanah, Abu daun, Stabilitas Tanah

scholarly journals Improvement of cement stabilized structural lateritic with pulverized snail shell

2019 ◽  
Vol 14 (2) ◽  
pp. 95-106
Author(s):  
Oluwaseun Adetayo ◽  
Olugbenga Amu ◽  
Sunday Alabi
Keyword(s):  
Cement Content ◽  
Soil Classification ◽  
Soil Samples ◽  
Lateritic Soil ◽  
Partial Replacement ◽  
Dry Density ◽  
Maximum Dry Density ◽  
Snail Shell ◽  
Foundation Construction ◽  
Stabilized Soil

AbstractThis study investigated the suitability of pulverized snail shell (PSS) as partial replacement of cement stabilized soil in foundation constructions. Preliminary and engineering tests were carried out on the soil samples. The optimum cement content fixed at 11% in correlation to Unified Soil Classification System, the PSS was introduced at varying percentages of 2%, 4%, 6%, 8% and 10%. Results revealed that, addition of PSS and 11% cement to lateritic soil caused a reduction in both liquid limits and plasticity index and an increased in plastic limits for all samples. Engineering tests showed the maximum dry density at optimum cement increased from 1493.34 ± 103.58 kg.m−3 to 1632 ± 435.81 kg.m−3 for sample A; 1476.77 ± 367.51 kg.m−3 to 1668 ± 202.58 kg.m−3 for sample B; 1460.77 ± 623.58 kg.m−3 to 1651 ± 135.45 kg.m−3 for sample C. The CBR recorded highest value at 4%PSS optimum cement for all samples. The addition of pulverized snail shell increased the strength of cement stabilized lateritic soil for structural foundation construction.

scholarly journals LIQUID LIMIT VALUES OBTAINED BY DIFFERENT TESTING METHODS

2017 ◽  
Vol 50 (2) ◽  
pp. 778 ◽  
Author(s):  
G. Kollaros
Keyword(s):  
Linear Regression Analysis ◽  
Correlation Coefficients ◽  
Liquid Limit ◽  
Natural Soil ◽  
Cone Penetrometer ◽  
Atterberg Limit ◽  
Limit Values ◽  
Soil Material ◽  
Stabilized Soil

Specifications in European countries include a variety of methods for determining the liquid limit based on Casagrande type devices and on the fall cone penetrometer. The results of a comparative study of the liquid limits determined using these two fall-cone methods are presented for lime stabilized soil. Soil material sampled in the area of Evros Regional Unit has been stabilized with lime in order to enhance its engineering characteristics. The soil and the soil-lime mixtures subjected in Atterberg limit testing. The liquid limit values were correlated through a linear regression analysis with the rest of the consistency limits of both the natural soil and its mixtures with various lime contents. The correlation coefficients in all cases were high, with those referring to results obtained by the Casagrande method to be dominant. The comparison of liquid limit values determined by either method showed that there is a systematically good correlation between them, with the decrease rate in function of the lime content in the mixture to be more intense in the case of the drop-cone procedure. There is a need for a universal specification for the determination of the consistency limits. 

scholarly journals Effects of corn cob ash on lime stabilized lateritic soil

2018 ◽  
Vol 13 (s1) ◽  
pp. 73-85 ◽  
Author(s):  
Emeka Segun Nnochiri
Keyword(s):  
Compressive Strength ◽  
Soil Sample ◽  
Unconfined Compressive Strength ◽  
Lateritic Soil ◽  
Natural Soil ◽  
Corn Cob ◽  
Lime Stabilization ◽  
Stabilized Soil

Abstract This study assesses the effects of Corn Cob Ash (CCA) on lime-stabilized lateritic soil. Preliminary tests were carried out on the natural soil sample for purpose of identification and classification. Lime being the main stabilizing material was thoroughly mixed with the soil sample to determine the optimum lime requirement of the sample as a basis for evaluating the effects of the CCA. The optimum lime requirement was 10%. The CCA was thereafter added to the lime stabilized soil in varying proportions of 2, 4, 6, 8 and 10%. Unsoaked CBR increased from 83% at 0% CCA to highest value of 94% at 4% CCA. Unconfined Compressive Strength (UCS) values increased from 1123kN/m2 at 0% CCA to highest value of 1180kN/m2 at 4% CCA. It was therefore concluded that CCA can serve as a good complement for lime stabilization in lateritic 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 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.

Effect of Fly Ash on Compaction Behavior of Alluvial Soil

2021 ◽  
Author(s):  
Abdulmuner Malikzada ◽  
Hasan Fırat Pulat ◽  
İnci Develioğlu
Keyword(s):  
Fly Ash ◽  
Alluvial Soil ◽  
Liquid Limit ◽  
Unit Weight ◽  
Sieve Analysis ◽  
Plastic Limit ◽  
Alluvial Deposits ◽  
Dry Unit Weight ◽  
Compaction Behavior ◽  
Engineering Projects

Low plasticity, high bearing capacity, low settlement, etc. are the preferred properties for most engineering projects. Alluvial soils are problematic soils because of low bearing capacity, high organic matter content, and high void ratio so they do not meet the preferred condition for engineering projects. It has been necessary to improve unsuitable materials to make them acceptable for construction. Fly ash (FA) has earlier been used for stabilizing roads due to its high content of calcium and silicate oxides which give puzzolanic properties and thus high compression strength. In this research, fundamental engineering properties, compaction behaviors of three types of (fine, medium, and coarse) alluvial deposits, and the effect of fly ash on compaction behavior of these alluvial soils are presented. Alluvial soil is taken from Çiğli, Balatçık (Izmir, Turkey). To determine geotechnical index properties; wet sieve analysis, plastic limit, liquid limit, specific gravity, standard compaction tests were conducted. In order to determine the effect of fly ash on compaction behavior of alluvial deposits, three different samples (fine < 0.425mm, medium < 2mm, and coarse < 4.75 mm) are prepared and 10%, 15%, 20% fly ash by dry weight of soil is mixed and standard proctor test is performed. As a result of laboratory tests, the liquid limit, plastic limit, and plasticity index values obtained as 38.3%, 25.7%, and 12.6%, respectively. The specific gravities for fine, medium, and coarse samples are 2.68, 2.67, and 2.66, respectively. According to the results of wet sieve analysis and consistency limit tests, it was stated that the soil contains large amounts of sand and clay. The washed sieve analysis and consistency limit tests results were evaluated according to USCS. The conducted test results have shown that maximum dry unit weight for fine, medium, and coarse soils are 16.9, 19.35, and 19.55 (kN/m3), and optimum moisture content for fine, medium, and coarse samples are 17, 11, 10.5% respectively. Generally, by increasing the content of FA, maximum dry unit weight decreased and optimum moisture content increased for all three types of alluvial soil. By increasing FA to 20%, maximum dry unit weight of medium and coarse soils decreases 1.5% and 2%, respectively.

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