Modeling and Statistical Evaluations of Unconfined Compressive Strength and Compression Index of the Clay Soils at Various Ranges of Liquid Limit

2021 ◽  
Vol 50 (1) ◽  
pp. 20200505
Author(s):  
Yousif Mawlood ◽  
Ahmed Mohammed ◽  
Rizgar Hummadi ◽  
Ahmed Hasan ◽  
Hawkar Ibrahim
Keyword(s):  
Compressive Strength ◽  
Unconfined Compressive Strength ◽  
Liquid Limit ◽  
Clay Soils ◽  
Compression Index

Stabilization of Marine Clay by Biomass Silica (Non-Traditional) Stabilizers

2014 ◽  
Vol 695 ◽  
pp. 93-97 ◽  
Author(s):  
Aminaton Marto ◽  
Nor Zurairahetty Mohd Yunus ◽  
Faizal Pakir ◽  
Nima Latifi ◽  
Ahmad Hakimi Mat Nor ◽  
...  
Keyword(s):  
Compressive Strength ◽  
Laboratory Test ◽  
Unconfined Compressive Strength ◽  
Laboratory Tests ◽  
Clay Soils ◽  
Development Work ◽  
Content Increase ◽  
Marine Clay ◽  
Testing Program ◽  
Marine Clays

The presence of marine clay in Iskandar Malaysia Region, Nusajaya had caused expensive solutions in the construction of structures and roads. Alternatively, soil treatment is suggested to increase the strength of the unsuitable material to meet the constructions requirement for foundation and also to achieve the specifications for development work. In this study, a series of laboratory test has been conducted to determine the potential of Biomass Silica (BS), one of the commercial brands namely “SH-85” to stabilize marine clay to form the basis of a strong, reliable land for construction of roads and building. Testing program involves obtaining specimens of marine clays from various locations at Iskandar Malaysia Region, followed by laboratory tests to determine the Atterberg limits and Unconfined Compressive Strength (UCS) for treated and untreated of marine clay soils. The proportions of BS added were 3, 6, 9, 12 and 15% and tested at 0, 3, 7 and 28 days curing periods. The results shows that the Plasticity Index (PI) was reduce with increment of BS content. While, an addition of BS content increase in strength treated soils 60 times more than untreated soils, which is gain in early 7 curing days period. This finding indicates the BS is a suitable stabilizer for the marine clay to become strong foundation for construction of road and building.

scholarly journals The Effect of Oil Contamination on some Geotechnical Properties of West Qurna Oilfield Soils at Basrah, Southern Iraq

2021 ◽  
Vol 54 (2B) ◽  
pp. 76-84
Author(s):  
Ahmed K. Al-Nimah
Keyword(s):  
Compressive Strength ◽  
Moisture Content ◽  
Crude Oil ◽  
Unconfined Compressive Strength ◽  
Liquid Limit ◽  
Geotechnical Properties ◽  
Oil Contamination ◽  
The West ◽  
Coefficient Of Consolidation ◽  
Clayey Silt

Oil contamination in soils causes several geotechnical problems that must be considered during construction. The contamination occurs due to oil seepage which could happen during oil explorations and production processes or oil transportation. The site of West Qurna oilfield in Basrah was selected for this study because it has witnessed oil seepages many times. In order to study the significant impact on geotechnical properties of soils in the West Qurna site, as uncontaminated bulk soil sample was taken at a depth of 1 m, and crude oil was added at weight ratios of 2, 4, 6, 8, and 10 %. Laboratory tests were performed on all samples; these tests included particle size distribution, moisture content, Atterberg’s limits, consolidation, unconfined compressive strength, and water absorption. The results show that soil at the West Qurna site is clayey silt with little sand and the moisture content is 29.21%. The values of liquid limit and plasticity index were gradually decreased, while the plastic limit was increased with increasing of crude oil in the soil of study. There was an increase in consolidation coefficients [compressive index, swelling index, pre-consolidation pressure, and coefficient of consolidation] with an increase in the percentages of crude oil in the soil. The results also show that there was a decrease in the values of unconfined compressive strength and absorption of water as the crude oil was increased in the soil.

THE INFLUENCE OF FREEZE–THAW CYCLES ON UNCONFINED COMPRESSIVE STRENGTH OF CLAY SOILS TREATED WITH LIME

2015 ◽  
Vol 76 (1) ◽  
Author(s):  
Ali Akbar Firoozi ◽  
Mohd Raihan Taha ◽  
Ali Asghar Firoozi ◽  
Tanveer Ahmed Khan
Keyword(s):  
Compressive Strength ◽  
Unconfined Compressive Strength ◽  
Conventional Technique ◽  
Silica Sand ◽  
Clay Soils ◽  
Unit Weight ◽  
Freeze Thaw ◽  
Long Term Stability ◽  
Thaw Cycle ◽  
Freeze Thaw Cycle

There are several questions that are not well understood with respect to the long-term stability characteristics of lime-treated clay soils in spite of being used as a conventional technique to improve the properties of clay soils. This paper investigates the influence of freeze-thaw cycles on the unconfined compressive strength of kaolinite and illite mixed with silica sand. The results of this study show that an increase in the number of freeze-thaw cycles decreases the unconfined compressive strength. The role of lime increasing the soil strength is more significant in the case of samples exposed to freeze-thaw cycles compared to those not exposed to freeze-thaw cycles. The effect of freeze-thaw cycles on the dry unit weight and moisture content is insignificant compared to unexposed samples. The maximum volumetric changes occurred in the first freeze-thaw cycle, and afterward, the rate of volume change decreased with an increase in freeze—thaw cycles.

scholarly journals Stabilization of Marine Clay Soil Using Polyurethane

2018 ◽  
Vol 250 ◽  
pp. 01004 ◽  
Author(s):  
Samaila Saleh ◽  
Nur Zurairahetty Mohd Yunus ◽  
Kamarudin Ahmad ◽  
Nazri Ali
Keyword(s):  
Compressive Strength ◽  
Moisture Content ◽  
Unconfined Compressive Strength ◽  
Clay Soil ◽  
Organic Matter Content ◽  
Road Construction ◽  
Liquid Limit ◽  
Matter Content ◽  
Marine Clay ◽  
The Road

Many chemicals stabilisation techniques are being employed all over the world to improve the engineering and physical properties of the problematic soils and reduce the potential damages caused by them. Out of those chemical stabilisation technics, application of Polyurethane to improve the strength of marine clay was investigated in the laboratory. Characterization of the soil geotechnical properties was carried out by conducting laboratory test that includes natural moisture content, Atterberg limits, grains sizes analyses, specific gravity, moisture-density relationship, unconfined compressive strength (UCS), organic matter content and PH tests. Unconfined compressive strength test at optimum moisture content with varying the dose of the Polyurethane content was conducted to test the effectiveness of Polyurethane as a chemical stabiliser. The result of the preliminary tests of the sample shows that the soil has a liquid limit of 65%, plastic limit of 26% and plasticity index of 53%. The percentages of gravel, sand and fines in the marine clay sample were 0 %, 1.32 % and 98.68 % respectively %. The results of the UCS test also revealed that Polyurethane stabilisation improved the strength of marine clay by 230%. Thus, the improvement in strength of stabilised marine clay soil can significantly reduce the overall thickness of the pavement and total cost of the road construction in future.

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

Processes ◽  
2018 ◽  
Vol 6 (10) ◽  
pp. 203 ◽  
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.

scholarly journals Engineering Properties of Bentonite Stabilized with Lime and Phosphogypsum

2014 ◽  
Vol 22 (4) ◽  
pp. 35-44 ◽  
Author(s):  
Sujeet Kumar ◽  
Rakesh Kumar Dutta ◽  
Bijayananda Mohanty
Keyword(s):  
Compressive Strength ◽  
Unconfined Compressive Strength ◽  
Liquid Limit ◽  
California Bearing Ratio ◽  
Engineering Properties ◽  
Unit Weight ◽  
Swell Index ◽  
Dry Unit Weight ◽  
Free Swell ◽  
Free Swell Index

Abstract Engineering properties such as compaction, unconfined compressive strength, consistency limits, percentage swell, free swell index, the California bearing ratio and the consolidation of bentonite stabilized with lime and phosphogypsum are presented in this paper. The content of the lime and phosphogypsum varied from 0 to 10 %. The results reveal that the dry unit weight and optimum moisture content of bentonite + 8 % lime increased with the addition of 8 % phosphogypsum. The percentage of swell increased and the free swell index decreased with the addition of 8 % phosphogypsum to the bentonite + 8 % lime mix. The unconfined compressive strength of the bentonite + 8 % lime increased with the addition of 8 % phosphogypsum as well as an increase in the curing period up to 14 days. The liquid limit and plastic limit of the bentonite + 8 % lime increased, whereas the plasticity index remained constant with the addition of 8 % phosphogypsum. The California bearing ratio, modulus of subgrade reaction, and secant modulus increased for the bentonite stabilized with lime and phosphogypsum. The coefficient of the consolidation of the bentonite increased with the addition of 8 % lime and no change with the addition of 8 % phosphogypsum.

scholarly journals Stabilization of Black Cotton Soil by Using GGBS, Lime and Nano-Silica

2020 ◽  
Vol 3 (9) ◽  
pp. 1-7
Author(s):  
Mahesh Vastrad ◽  
M. Karthik ◽  
Varsha Dhanavandi ◽  
M. S. Shilpa
Keyword(s):  
Compressive Strength ◽  
Unconfined Compressive Strength ◽  
Swelling Pressure ◽  
Liquid Limit ◽  
Geotechnical Properties ◽  
Black Cotton Soil ◽  
Building Structures ◽  
Nano Silica ◽  
Pavement Surface ◽  
Study Laboratory

Soil is known of their geotechnical properties and suitability as base, sub-based and sub-grade materials for road construction with the increase in population reduce the land availability. In current situation there is increasingly more development of structures and other structural building structures must be completed on less strength or poor soil. Black cotton soil is found in Madhya Pradesh, Karnataka, Maharashtra Andhra Pradesh & Tamilnadu covering an area of about 3.0 lakh sq. km in our nation. Black cotton soil is one of the largest soil stores of India, so for the reason need to increase its geotechnical properties and make it comfortable for the development reason. In pavement surface causes problems like cracking, rutting, patching, potholes and detoriation in the pavement surface. The development on black cotton soil (expansive soil) has consistently been a giving tough task for the specialists as the Road & structure laying on black cotton soil breaks without any notice. Stabilization of soil by GGBS couldn't just take care of the issue of appropriate stabilization of black cotton soil, yet in addition settle the issue of removal of a modern waste for example GGBS. The properties of black cotton soil can be modified by stabilizing the soil with the use of additives or stabilizers like Lime (6%), GGBS (30%) & Nano silica (0.3%, 0.6% & 0.9%). There is increase in various geotechnical properties like liquid limit, and plastic limit, compaction characteristics, unconfined compressive strength, CBR values and swelling pressure were determined. An experimental investigation is carried out to study the influence of admixture in soil with respect to the strength characteristics. In this comparative study laboratory tests such as Atterberg’s limit, Compaction test, swelling index and California Bearing Ratio (CBR)& Unconfined compressive strength (UCS)test were carried out for black cotton soil.  

scholarly journals Temperature Effects on Unconfined Compressive Strength of Clay Soils: Experimental and Constitutive Study

2021 ◽  
Author(s):  
Fariborz Mohammadi ◽  
Soheib Maghsoodi ◽  
Akbar Cheshomi ◽  
Ali Mohammad Rajabi
Keyword(s):  
Compressive Strength ◽  
Pore Water ◽  
Unconfined Compressive Strength ◽  
Pore Water Pressure ◽  
Water Pressure ◽  
Liquid Limit ◽  
Hypoplastic Model ◽  
Different Temperatures ◽  
The Difference ◽  
Increasing Temperature

Abstract Unconfined compressive strength (Su) is one of the soil engineering parameters used in geotechnical designs. Due to the temperature changes caused by some human activities, it is important to study the changes in Su at different temperatures. For this purpose, kaolin, illite and montmorillonite clays with a liquid limit (LL) of 47, 80 and 119 respectively, were tested in a temperature-controlled cell in temperature range of 20 to 60 ℃. The results showed that the pore water pressure is a function of temperature and by heating, pore water pressure in the samples increased. In all three types of clay, the Su decreased linearly with increasing temperature. The reduction of Su in kaolin is more than illite and in illite is more than montmorillonite. The reason for this reduction, might be due the difference in the mineralogy of the clays. The results of unconfined compressive tests at different temperatures were simulated using hypoplastic model.

Experimental Study on the Performance of Compound Improved HLLS (High Liquid Limit Soil) with Various Curing Agents

2017 ◽  
Vol 753 ◽  
pp. 300-304 ◽  
Author(s):  
Yun Que ◽  
Yi Qian Lin ◽  
Fang Ze Gong
Keyword(s):  
Compressive Strength ◽  
Unconfined Compressive Strength ◽  
Cement Content ◽  
Liquid Limit ◽  
Curing Agent ◽  
Compressive Strength Test ◽  
Curing Agents ◽  
The One ◽  
Better Than ◽  
Curing Age

The HLLS (high liquid limit soil) has the characteristics of high moisture content, low bearing capacity and poor water stability. Most of the existing treatment methods focus on the improvement with a single curing agent, and the research on the improvement of HLLS with various curing agents is still insufficient. This paper presents the characteristics of two kinds of compound improved HLLS based on unconfined compressive strength test. The results show that the unconfined compressive strength of CSIS (Cement / SAP Improved Soil) and CLIS (Cement / Renolith Improved Soil) are greatly improved than those of CIS (Cement Improved Soil) when the curing age is 28d, respectively. The maximum increments of unconfined compressive strength are 0.31MPa and 0.22MPa, respectively. When the cement content is less (more) than 3%, the unconfined compressive strength of CSIS decreases (increases) with the increase of SAP content. When the cement content is constant, the unconfined compressive strength of CLIS increases first and then decreases with the increase of the Renolith content. The optimum mix amount of SAP (Renolith) and cement in CSIS (CLIS) are 0.06% (0.2%) and 5% (3%), respectively. The strength and crack resistance of the two kinds of compound improved soil are better than the one with single curing agent. SAP and Renolith exert the properties of self-curing after water absorption and hydrophobicity, respectively.

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