Characterization and Comparison Research on Composite of Alluvial Clayey Soil Modified with Fine Aggregates of Construction Waste and Fly Ash

Abstract Fine aggregates of construction waste and fly ash were selected as additives to modify the characteristics of Shanghai clayey soil as a composite. The laboratory tests on consistency index, maximum dry density, and unconfined compressive strength were carried out mainly for the purpose of comparing the modifying effect on the composite from fine aggregates of construction waste with that from fly ash. It is mainly concluded from test results that the liquid and plastic limit of the composites increase with the content of two additives. But their maximum dry density all decreases with the additive content. However, fine aggregates of construction waste can increase the optimum water content of the composites, while fly ash on the contrary. Finally, although the two additive all can increase the unconfined compressive strength of composites, fly ash has better effect. The current conclusions are also compared with previous studies, which indicates that the current research results are not completely the same as those from other researchers.

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Peat Stabilization using Gypsum and Fly Ash

Journal of Civil Engineering Science and Technology ◽

10.33736/jcest.75.2010 ◽

2010 ◽

Vol 1 (2) ◽

pp. 1-5 ◽

Cited By ~ 5

Author(s):

Kolay P.K. ◽

Pui M.P.

Keyword(s):

Compressive Strength ◽

Fly Ash ◽

Unconfined Compressive Strength ◽

Peat Soil ◽

Dry Density ◽

Maximum Dry Density ◽

Compressive Strength Test ◽

Proctor Test ◽

Ucs Test ◽

Standard Proctor Test

This paper presents the stabilization of local peat soil from Matang, Sarawak, using gypsum and fly ash. Peat soil has been identified as one of the major groups of soils found in Malaysia, which has high compressibility and low shear strength. Presence of soft or peaty soil is a major problem encountered by civil engineers in Sarawak. Different percentages of gypsum (i.e., 2, 4, 6 and 8%) and fly ash (i.e., 5, 10, 15, 20 and 25%) were added into peat soil at optimum moisture content and it’s maximum dry density determined by standard Proctor test. Unconfined compressive strength (UCS) test were conducted to determine the strength gain after 7, 14 and 28 days of curing periods. Physical properties of the peat soil have also been studied for identification and classification purposes. The unconfined compressive strength test results show that the peat soil gained strength due to the addition of different percentages of admixtures such as gypsum and fly ash and the strength also increases with the increase of curing periods.

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Modification of Engineering Properties of Clayey Soil by Addition of Mine Waste

International Journal of Innovative Technology and Exploring Engineering - Special Issue ◽

10.35940/ijitee.l3370.1081219 ◽

2019 ◽

Vol 8 (12) ◽

pp. 2343-2347

Keyword(s):

Compressive Strength ◽

Unconfined Compressive Strength ◽

Clayey Soil ◽

Mine Waste ◽

Expansive Soil ◽

Economic Benefits ◽

Engineering Properties ◽

Sustainable Construction ◽

Dry Density ◽

Maximum Dry Density

The potential of using iron ore mine waste with an highly compressible clayey soil soil from North Karnataka, India, is investigated in this study. Mining activities lead to the production of waste materials during their extraction and processing stages. The waste maybe in the form of an overburden, waste Rock, Mine Water, or Tailings, depending on the geology, type of processing technology used and the resources mined. The lack of storage space has also been a major concern for the mineral producing agencies, thus paving ways for its better utilization in various construction processes. The collected mine waste was added to expansive soil in different percentages and the mix was tested for Atterberg limits, compaction characteristics, Unconfined compressive strength and California bearing Ratio. It was found that the liquid limit and plasticity index of the soil reduced with addition of mine waste while strength improved. Based on test results of maximum dry density and unconfined compressive strength, a mix of 40% mine waste with 60% expansive clayey soil is recommended for low cost roads. Blending mine waste with expansive soil paves way for sustainable construction besides economic benefits

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Using Nanomaterials in Stabilization of Soil for Oil Infrastructures

Journal of Petroleum Research and Studies ◽

10.52716/jprs.v10i3.329 ◽

2020 ◽

Vol 10 (3) ◽

pp. 36-53

Author(s):

Dr. Zaid Hameed Majeed ◽

Eng. Kadhim Jawad Aubais ◽

Dr. Mohd Raihan Taha

Keyword(s):

Compressive Strength ◽

Unconfined Compressive Strength ◽

Soil Stabilization ◽

Dry Weight ◽

Environmental Benefits ◽

Al2o3 Content ◽

Dry Density ◽

Maximum Dry Density ◽

Geotechnical Characteristics ◽

Compressible Soil

The design foundations of storage tanks for oil industry experiences significant problems due to the widespread occurrence of weak and compressible soil which resulted in foundation failure. In this study, soft soils were taken from two locations and mixed with three types of nanoparticles which were nano-alumina (nano Al2O3), nano-copper (nano CuO), and nano-magnesium (nano MgO). Nanomaterials were incorporated in small percentage (less than 1%) by dry weight of soil. The tested geotechnical characteristics included the water content, dry density, and the unconfined compressive strength. The results showed significant enhancements in the maximum dry density and unconfined compressive strength. The level of enhancement depended on the type of nanomaterials and the contents. Improved strength and hardening properties were shown with the utilization of nano CuO material in comparison to the soil samples with the other nanomaterials additions, with its optimum addition of 0.7% provided an increment rate of 662.7% while the optimum nano CuO which is about 1% showed a 532% increasing rate in the compressive strength of S1 soil. It was noted that the maximum dry density and unconfined compressive strength enhanced with the increase in the nanoparticles content until reaching a percentage in which the strength decreased. The optimum content of the nano MgO was 0.3% while the optimum nano Al2O3 content was about 0.3% for soil S1 and was about 0.1% for soil S2. The presence of nanomaterials in excessive contents caused agglomeration of particles which had negative influences on mechanical characteristics of the soils. Generally, the incorporation of finer particles like nanoparticles even with low amount would improve the geotechnical characteristics of soils with the consideration of the potential environmental benefits, these combined admixtures are intended to lower the cost and become a more sustainable and environmental alternative for soil stabilization

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Influence of Lime for Enhancing Characteristics of Expansive Soils in Road Works

IOP Conference Series Materials Science and Engineering ◽

10.1088/1757-899x/1197/1/012077 ◽

2021 ◽

Vol 1197 (1) ◽

pp. 012077

Author(s):

K.S Chamberlin ◽

M. Rama Rao

Keyword(s):

Compressive Strength ◽

Unconfined Compressive Strength ◽

Expansive Soils ◽

Black Cotton Soil ◽

Dry Density ◽

Test Results ◽

Lime Treatment ◽

Maximum Dry Density ◽

Slaked Lime ◽

Black Cotton Soils

Abstract Expansive soils are found in black cotton soils, which swell or shrink in volume when presented to changes in moisture content. Lime treatment is exhaustively used to increment the properties of sensitive and fragile soils. One of the hugest clarifications behind using lime is to decline the developing presentation of the earth soil. The arrangement of extra safeguards improves the reaction of quicklime (CaO) with water, structures hydrated (slaked) lime (Ca (OH)2), and thus earth characteristics. The vast inadequacy of employing lime is growing the deficiency of lime offset earth. Following that, the goal of this study is to see how re-establishing time affects the geotechnical qualities of settled Black cotton soils with lime. These discoveries recommend that adding Lime as a stabilizer works on the strength of black cotton soil. Some of the characteristics of the soil likely to be increased by using stabilizer in this work are UCS (Unconfined Compressive Strength) at different curing periods (7,14,28 and 56 days), CBR (California Bearing Ratio) value at unsoaked and soaked and MDD (Maximum Dry Density) decrease at different lime percentages(%) like 2.4.6.8 and 10. The result showed here untreated soil got stabilized by using the stabilizer in certain extent In this adjustment various rates of cementitious material is added to black cotton soil and directed tests like plasticity, compaction, swell pressure, free swell index(FSI), Coefficient of permeability (k) and CBR(soaked and unsoaked) at various conditions like OMC,OMC+2% water and OMC+5% water, UCS (Unconfined Compressive Strength) was performed. From the test results, it is identified that the stabilization agent decreases plasticity and improves strength characteristics. Addition of stabilizing agent makes the black cotton soil to non-plastic, non-swelling and attains increase CBR values which are greater than 25% for a dosage of 10% lime at OMC but remaining OMC+2%water & OMC+5%water CBR values are not various much difference as per test results. With the addition of lime, the black cotton soil becomes non-plastic, non-swelling, and has high strengths. Treated soils are used as a development material, for example, a subgrade layer in the development of adaptable asphalt pavements for roads.

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Strength Improvement of Weak Subgrade Soil Using Cement and Lime

FUOYE Journal of Engineering and Technology ◽

10.46792/fuoyejet.v4i1.249 ◽

2019 ◽

Vol 4 (1) ◽

Author(s):

Anigilaje B Salahudeen ◽

Ja’afar A Sadeeq

Keyword(s):

Compressive Strength ◽

Moisture Content ◽

Unconfined Compressive Strength ◽

Optimum Moisture Content ◽

Atterberg Limits ◽

California Bearing Ratio ◽

Natural Soil ◽

Dry Density ◽

Maximum Dry Density ◽

Subgrade Soil

The study investigate the suitability of subgrade soil in Baure Local Government Area of Kastina State Nigeria for road construction. The strength properties of the subgrade was improved using lime and cement. Several analysis including the particle size distribution, specific gravity, Atterberg limits, compaction characteristics, unconfined compressive strength and California bearing ratio tests were performed on natural and lime/cement treated soil samples in accordance with BS 1377 (1990) and BS 1924 (1990) respectively. Soil specimens were prepared by mixing the soil with lime and cement in steps of 0, 3, 6, and 9% by weight of dry soil in several percentage combinations. The Atterberg limits of the weak subgrade soils improved having a minimum plasticity index value of 5.70 % at 3%Lime/6%Cement contents. The maximum dry density (MDD) values obtained showed a significant improvement having a peak value of 1.66 kN/m3 at 9%Lime/9%Cement contents. Similarly, a minimum value of 18.50 % was observed for optimum moisture content at 9%Lime/9%Cement contents which is a desirable reduction from a value of 25.00 % for the natural soil. The unconfined compressive test value increased from 167.30 kN/m2 for the natural soil to 446.77 kN/m2 at 9%Lime/9%Cement contents 28 days curing period. Likewise, the soaked California bearing ratio values increased from 2.90 % for the natural soil to 83.90 % at 9%Lime/9%Cement contents. Generally, there were improvements in the engineering properties of the weak subgrade soil when treated with lime and cement. However, the peak UCS value of 446.77 kN/m2 fails to meet the recommended UCS value of 1710 KN/m2 specified by TRRL (1977) as a criterion for adequate stabilization using Ordinary Portland Cement. Keywords: Weak subgrade soil, Lime, Cement, Atterberg limits, Maximum dry density, Optimum moisture content, Unconfined compressive strength, California bearing ratio

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Geotechnical Properties of Effluent-Contaminated Cohesive Soils and Their Stabilization Using Industrial By-Products

Processes ◽

10.3390/pr6100203 ◽

2018 ◽

Vol 6 (10) ◽

pp. 203 ◽

Cited By ~ 4

Author(s):

Muhammad Irfan ◽

Yulong Chen ◽

Muhammad Ali ◽

Muhammad Abrar ◽

Ahmed Qadri ◽

...

Keyword(s):

Compressive Strength ◽

Unconfined Compressive Strength ◽

Industrial Effluents ◽

Liquid Limit ◽

Dry Density ◽

Cohesive Soils ◽

Maximum Dry Density ◽

Plastic Clay ◽

Swell Potential ◽

By Products

The unchecked and unnoticed disposal of industrial leachates is a common malpractice in developing countries. Untreated effluents from industries drastically deteriorate the soil, altering nearly all of its characteristics. An increase in urbanization has led to construction on these deteriorated lands. In this study, the chemical impact of two industrial effluents, dyeing (acidic) and tannery (basic), is studied on two cohesive soils, i.e., high plastic clay (CH) and low plastic clay (CL). Properties such as liquid limit, plasticity index, specific gravity, maximum dry density, unconfined compressive strength, swell potential, swell pressure, and compression indices decrease with effluent contamination, with the exception of the basic effluent, for which the trend changes after a certain percentage. This study also examines the time variation of properties at different effluent percentages, finding that unconfined compressive strength of both soils increases with time upon dyeing (acidic) contamination and decreases with tannery (basic). The stabilizing effect of two industrial by-products, i.e., marble dust and ground granulated blast furnace slag (GGBFS) have been evaluated. Unlike their proven positive effect on uncontaminated soils, these industrial by-products did not show any significant stabilization effect on leachate-contaminated cohesive soils, thereby emphasizing the need to utilize special remediation measures for effluent treated soils.

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Experimental Study on Unconfined Compressive Strength of Basalt Fiber Reinforced Clay Soil

Advances in Materials Science and Engineering ◽

10.1155/2015/561293 ◽

2015 ◽

Vol 2015 ◽

pp. 1-8 ◽

Cited By ~ 16

Author(s):

Lei Gao ◽

Guohui Hu ◽

Nan Xu ◽

Junyi Fu ◽

Chao Xiang ◽

...

Keyword(s):

Compressive Strength ◽

Unconfined Compressive Strength ◽

Clay Soil ◽

Soil Column ◽

Basalt Fiber ◽

Dry Density ◽

Fiber Reinforced ◽

Maximum Dry Density ◽

Sem Images ◽

Reinforced Clay

In order to study the mechanism and effect of basalt fiber reinforced clay soil, a series of unconfined compressive strength tests conducted on clay soil reinforced with basalt fiber have been performed under the condition of optimum water content and maximum dry density. Both the content and length of basalt fiber are considered in this paper. When the effect of content is studied, the 12 mm long fibers are dispersed into clay soil at different contents of 0.05%, 0.1%, 0.15%, 0.20%, 0.25%, 0.30%, and 0.35%. When the effect of length is researched, different lengths of basalt fibers with 4 mm, 8 mm, 12 mm, and 15 mm are put into soil at the same content of 0.05%. Experimental results show that basalt fiber can effectively improve the UCS of clay soil. And the best content and length are 0.25% and 12 mm, respectively. The results also show that the basalt fiber reinforced clay soil has the “poststrong” characteristic. About the reinforcement mechanism, the fiber and soil column-net model is proposed in this paper. Based on this model and SEM images, the effect of fiber content and length is related to the change of fiber-soil column and formation of effective fiber-soil net.

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Research of the Admixture Influence Cement Stabilized Macadam Vibrating Compaction Effect

Advanced Materials Research ◽

10.4028/www.scientific.net/amr.430-432.1171 ◽

2012 ◽

Vol 430-432 ◽

pp. 1171-1175

Author(s):

Yan Yan Liu ◽

Jian Jun Li ◽

Yan Fu

Keyword(s):

Fly Ash ◽

Reducing Agent ◽

Dry Density ◽

Test Results ◽

Maximum Dry Density ◽

Aggregate Gradation ◽

Optimum Water Content ◽

Vibration Compaction ◽

Vibratory Compaction ◽

Vibration Parameters

The cement stabilized macadam mixed with different admixture influence the vibration compaction effect , under certain aggregate gradation and vibration parameters, carry out vibratory compaction and compaction tests on cement stabilized macadam with incorporation of different admixture and cement dose of 4% , test results show that: when single mix water-reducing agent, adding 1.0% , cement stabilized macadam most easily compacted; when single mix fly ash, the mixing 30%, cement stabilized macadam most easily compacted; when compound mixed with fly ash and water-reducing agent, help reduce optimum water content, increasing the maximum dry density compared with single mix water-reducing agent or fly ash , and water-reducing agent dosage is 1.0%, fly ash dosage is 20% are the best.

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A Comparative Study on the Effect of Class C and Class F Fly Ashes on Geotechnical Properties of High-Plasticity Clay

CivilEng ◽

10.3390/civileng2040054 ◽

2021 ◽

Vol 2 (4) ◽

pp. 1009-1018

Author(s):

Salar Shirkhanloo ◽

Mohammad Najafi ◽

Vinayak Kaushal ◽

Mehrdad Rajabi

Keyword(s):

Compressive Strength ◽

Fly Ash ◽

Unconfined Compressive Strength ◽

Geotechnical Properties ◽

Dry Density ◽

High Plasticity ◽

Fly Ashes ◽

High Plasticity Clay ◽

Class C ◽

Class F

Clays generally have a low strength and capacity, and additives are usually used to stabilize them. In recent years, using fly ash to stabilize soil has decreased environmental pollution while also having an economic benefit. The objective of this study is to perform a comparative investigation on the effect of class C and class F fly ashes on geotechnical properties of high-plasticity clay using the Atterberg’s limit, compaction, California Bearing Ratio (CBR), and unconfined compressive strength tests. The results showed that with an increase in the amount of fly ash, there was a decrease in the maximum dry density and an increase in the optimum moisture content. Moreover, an addition of fly ashes of up to 25% caused a reduction of the liquid limit and plasticity index, and an increase in the maximum unconfined compressive strength and CBR. Lengthening the curing time had a positive impact on the unconfined compressive strength of the soil. The soil samples with class C fly ash were seen to possess more efficient geotechnical properties as compared to class F fly ash.

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