scholarly journals Use of Reservoir Sediments to Improve Engineering Properties of Dune Sand in Oman

2021 ◽  
Vol 11 (4) ◽  
pp. 1620
Author(s):  
Mohsin Usman Qureshi ◽  
Maryam Alsaidi ◽  
Mubashir Aziz ◽  
Ilhan Chang ◽  
Ali Murtaza Rasool ◽  
...  
Keyword(s):  
Binary Mixture ◽  
Engineering Properties ◽  
Dry Density ◽  
Compression Tests ◽  
Dune Sand ◽  
Maximum Dry Density ◽  
Uniformity Coefficient ◽  
Fine Grained ◽  
Sediment Content ◽  
Optimum Water Content

Managing sediments dredged from reservoirs of recharge dams is an environmental issue, however, these sediments can be an abundant and economical source of fine-grained fill soil. This experimental investigation quantifies the geotechnical properties of a reservoir sediment used to improve engineering properties of a poorly graded dune sand in Oman. The binary mixes were prepared with different percentages (5, 10, 20, 50, 75, 90, 95%) of sediment with sand. Laboratory tests such as gradation, consistency limits, compaction, and unconfined compression tests were performed to measure the engineering characteristics of the binary mixtures. The results showed that the maximum dry density increases up to a sediment content of 50% and then decreases with further increase in the sediment content. The optimum water content increases with the increase in sediment content from 17% for pure sand to 22.5% for pure sediment. The optimum moisture content shows a good correlation with the plastic limit of the binary mixture of sand and sediment. The unconfined compressive strength substantially increases with sediment content up to 75% and then decreases with further increase in the sediment content. The binary mixture of sand sediment is sensitive to moisture, however, the order of strength stability against moisture is dune sand mixed with 75, 50, and 20% sediments. The addition of sediment to dune sand improved the uniformity coefficient to some extent with an increase in the maximum and minimum void ratios as well. The elemental analysis of the sediment confirms that the material is non-contaminated and can be employed in geotechnical engineering applications as a sustainable and environmentally friendly solution.

scholarly journals Effects of contamination with gasoline on engineering properties of fine-grained silty soils with an emphasis on the duration of exposure

2021 ◽  
Vol 3 (7) ◽  
Author(s):  
Abdollah Yazdi ◽  
Ebrahim Sharifi Teshnizi
Keyword(s):  
Contaminated Soils ◽  
Geotechnical Properties ◽  
Engineering Properties ◽  
Contamination Level ◽  
Dry Density ◽  
Compression Tests ◽  
Maximum Dry Density ◽  
Silty Soil ◽  
Geochemical Properties ◽  
Laboratory Results

AbstractLeaking tanks may lead to severe contamination of their surrounding soil. The geotechnical behavior of the soil varies with the physicochemical processes that occur between the contaminant and the soil. In this respect, studying the geochemical properties of gasoline-contaminated soils and sediments seems to be important for engineering and especially environmental purposes. In this paper, laboratory tests were carried out to examine the effects of crude gasoline contamination on some of the geotechnical properties of a silty soil sampled from the Mashhad plain, located in the northeast of Iran. Tests consisted of basic properties, Atterberg limits, compaction, direct shear, and uniaxial compression tests, which were carried out on clean and contaminated soil samples at the same densities. The contaminated samples were prepared by mixing the soils with crude gasoline in the amounts of 3%, 6%, 9%, and 12% of dry weight and curing periods of 0, 7, 15, and 30 days. Results indicated a decrease in the friction angle and an increase in the cohesion of the soil by increasing gasoline content. Besides, a reduction in the maximum dry density and optimum moisture content was observed in the compaction test. The increase in gasoline percentage up to 6% also showed a direct effect on increasing the liquid limit and plastic limit of silty soil, which decreased thereafter. Moreover, any increase in gasoline percentage had a reverse effect on the modulus of elasticity of the soil. The increase in gasoline percentage up to 3% also had a direct impact on the uniaxial compressive strength of the soil, exceeding which it started to decline. Finally, the effects of contamination duration were examined by testing contaminated samples in periods of 7, 15, and 30 days under natural conditions. The results showed a reverse relationship with all geotechnical properties due to aging and a reduction in the gasoline content due to the evaporation of volatile compounds. Also, the numerical analysis of the laboratory results indicated an increase in settling and the percentage of shear strain beneath the foundation with increasing the contamination level, confirming the laboratory results.

scholarly journals Engineering Characteristics and Reinforcement Approaches of Organic Sandy Soil

2018 ◽  
Vol 2018 ◽  
pp. 1-12
Author(s):  
Jun Hu ◽  
Liang Jia ◽  
Wei Wang ◽  
Hong Wei ◽  
Juan Du
Keyword(s):  
Sandy Soil ◽  
Ground Improvement ◽  
Hainan Island ◽  
Exponential Model ◽  
Engineering Properties ◽  
Dry Density ◽  
Maximum Dry Density ◽  
Strain Behavior ◽  
Optimum Water Content ◽  
Distribution Composition

Organic sandy soil is widely distributed throughout Hainan Island. This study aimed at addressing the distribution, composition, and formation of organic sandy soil. The engineering properties of organic sandy soil were examined. The experimental results showed that the coefficient of uniformity and coefficient of curvature were 2.07 and 1.25, respectively. The maximum dry density and optimum water content were 1.723 g/cm3 and 12.23%, respectively. The undrained shear strength of organic sandy soil was around 37.5 kPa. The effective stress parameters c and φ were around 4 kPa and 23°, respectively. The compound tangent-exponential model was adopted for capturing the stress-strain behavior of organic sandy soil. As the unconfined compressive strength of the cement-admixed organic sandy soil was much lower than that of ordinary sand, some innovative ground improvement technologies were proposed for stabilizing organic sandy soil, such as thermal pile, fiber, and steel-, bamboo-, and freezing-cemented soil columns. The main purpose of these technologies is to enhance the bearing capacity of organic sandy soil but reduce the usage of cement, as the latter is not an eco-friendly material.

scholarly journals Effect of Expanded Polystyrene Particle Size on Engineering Properties of Clayey Soil

2021 ◽  
Vol 2021 ◽  
pp. 1-10
Author(s):  
Chuanyang Liang ◽  
Yuedong Wu ◽  
Jian Liu ◽  
Huiguo Wu ◽  
Dashuo Chen ◽  
...  
Keyword(s):  
Particle Size ◽  
Clayey Soil ◽  
Expanded Polystyrene ◽  
Engineering Properties ◽  
Dry Density ◽  
Compression Index ◽  
Maximum Dry Density ◽  
Coefficient Of Permeability ◽  
Optimum Water Content ◽  
Size Groups

The particle size of expanded polystyrene (EPS) has an effect on engineering properties of EPS-clay blends. However, the effect of differences between EPS particle size groups subdivided within 1–3 mm on engineering properties is usually ignored. In this study, different particle sizes of EPS pellets have been considered to separately investigate the effect on the optimum water content (OWC), maximum dry density (MDD), unconfined compressive strength (UCS), ductility, coefficient of permeability, and compression index of EPS-clay blends. Results show that the MDD, ductility, hydraulic conductivity, and compression index of EPS-clay blends do not increase with the increase in the EPS particle size in the range of 0.3–3 mm, while the OWC and UCS do not decrease. For a given EPS content, among samples with the EPS particle size of 0.3–1 mm, 1-2 mm, and 2-3 mm, the MDD and UCS of EPS-clay blends with 1-2 mm in EPS particle size are the largest, while the OWC, ductility, coefficient of permeability, and compression index are the smallest. Microstructure analyses reveal that, for samples with the EPS particle size of 1-2 mm, the pore volume is lower and the microstructure is denser, which are the main reasons why the EPS particle size can influence engineering properties of EPS-clay blends.

Interior Experimental Study on Engineering Properties of the Modified Tonhaltig Phyllite

2011 ◽  
Vol 243-249 ◽  
pp. 2586-2590 ◽  
Author(s):  
Xin Ping Li ◽  
Ya Ni Lu ◽  
Xing Hong Wu
Keyword(s):  
Engineering Application ◽  
Soft Rock ◽  
Engineering Properties ◽  
Dry Density ◽  
Maximum Dry Density ◽  
Soft Rocks ◽  
Optimum Water Content ◽  
Principal Effect ◽  
Optimum Water ◽  
Water Contents

In view of the fact that large amounts of tonhaltig phyllite were found along the Shi-Tian expressway line, these soft rocks could not meet the roadbed filling requirements. It was necessary to improve the weathered soft rocks to satisfy the engineering demands. Interior comparative tests research on seven modified methods were carried out such as part in different proportions of cement、sand or stone bits, with soft rock of different water contents being artificial to mix and stir evenly, then unconfined compression strength of the samples at different cement quantity、different curing ages were compared; the optimum water content and and maximum dry density were determined through the compaction test; In addition, the principal effect of CBR value was analyzed. thus the best modified way was defined, the aim was to provide reference of theory and examination for further design and engineering application on weathered rock of expressway roadbed construction.

scholarly journals The Subgrade Improvement of the Road Construction with Geotextile Reinforcement on Kolaka Clay

2020 ◽  
Vol 331 ◽  
pp. 02006
Author(s):  
Irdhiani ◽  
Martini
Keyword(s):  
Ground Surface ◽  
Road Construction ◽  
Dry Density ◽  
High Plasticity ◽  
Maximum Dry Density ◽  
The Road ◽  
Fine Grained ◽  
Optimum Water Content ◽  
Unified Classification System ◽  
Central Sulawesi

Subgrade is an important part of road construction. Construction built on fine-grained subgrade such as clay is very susceptible to damage. The purpose of this study was to determine the CBR value with and without geotextile reinforcement as well as to know the effect of geotextile placement on CBR value. Soil material samples was from Kolaka Village, Mori Atas District, North Morowali Regency, Central Sulawesi Province and the geotextile material used was the Woven UW-150 type. Geotextile used for CBR testing was 2 reinforcement sheets with 6 variations of geotextile placement that are successively on each space 1 and 2, 1 and 3, 1 and 4, 2 and 3, 2 and 4 and 3 and 4. The distance between spaces was 3 cm. According to the Unified Classification System, soil samples were included in the CH group (non-organic clays with high plasticity, fat clays), and according to AASTHO was classified in the A-7-5 (53) group, that is clay. Compaction test resulted an optimum water content of 20. 80% and maximum dry density of 1. 54 gr/cm3. Laboratory CBR values without reinforcement at soaked and unsoaked conditions were respectively 4. 61% and 9. 68%. The farther the distance between reinforcement as well as the farther the reinforcement distance to the ground surface, the greater the CBR value gained.

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

2021 ◽  
Vol 28 (1) ◽  
pp. 83-95
Author(s):  
Qu Jili ◽  
Wang Junfeng ◽  
Batugin Andrian ◽  
Zhu Hao
Keyword(s):  
Compressive Strength ◽  
Fly Ash ◽  
Unconfined Compressive Strength ◽  
Clayey Soil ◽  
Dry Density ◽  
Maximum Dry Density ◽  
Construction Waste ◽  
Comparison Research ◽  
Fine Aggregates ◽  
Optimum Water Content

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.

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.

Aspects of the behaviour of compacted clayey soils on drying and wetting paths

2002 ◽  
Vol 39 (6) ◽  
pp. 1341-1357 ◽  
Author(s):  
Jean-Marie Fleureau ◽  
Jean-Claude Verbrugge ◽  
Pedro J Huergo ◽  
António Gomes Correia ◽  
Siba Kheirbek-Saoud
Keyword(s):  
Water Content ◽  
Pore Water ◽  
Unsaturated Soils ◽  
Pore Water Pressure ◽  
Water Pressure ◽  
Dry Density ◽  
Clayey Soils ◽  
Maximum Dry Density ◽  
Optimum Water Content ◽  
Optimum Water

A relatively large number of drying and wetting tests have been performed on clayey soils compacted at the standard or modified Proctor optimum water content and maximum density and compared with tests on normally consolidated or overconsolidated soils. The results show that drying and wetting paths on compacted soils are fairly linear and reversible in the void ratio or water content versus negative pore-water pressure planes. On the wet side of the optimum, the wetting paths are independent of the compaction water content and can be approached by compaction tests with measurement of the negative pore-water pressure. Correlations have been established between the liquid limit of the soils and such properties as the optimum water content and negative pore-water pressure, the maximum dry density, and the swelling or drying index. Although based on a limited number of tests, these correlations provide a fairly good basis to model the drying–wetting paths when all the necessary data are not available.Key words: compaction, unsaturated soils, clays, drying, wetting, Proctor conditions.

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