Behaviour of sand–clay mixtures for road pavement subgrade

Çabalar, Ali Fırat; Mustafa, Waleed Sulaiman

doi:10.1080/10298436.2015.1121782

Cited by 35 publications

(19 citation statements)

References 28 publications

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“…On the other hand, the reduction in OMC is due to the lower water absorption capacity of the WBP particles. Similar findings were found by using different types of non-plastic additions in various soils [42,43].…”

Section: Compaction Testsupporting

confidence: 88%

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Stabilization of high-plasticity silt using waste brick powder

et al. 2020

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Section: Compaction Testsupporting

confidence: 88%

“…Additionally, the increment of MDD with the addition percentages of WBP increases both the UCS and CBR values of the soil samples. Moreover, these features suggest that a higher frictional resistance of the samples with 30% of WBP causes a higher CBR value [3,43].…”

Section: California Bearing Ratio Testmentioning

confidence: 91%

Stabilization of high-plasticity silt using waste brick powder

et al. 2020

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“…Mentioned changes depending on the content of fines and sands in testes soil are clearly visible (Satyaveni, Sridevi, Sivanarayana, & Prasad, 2018). The influence of the content of fine fraction on the performance of a soil is particularly emphasized (Cabalar & Mustafa, 2017). Th e increase of the fine fraction content (on the following graphs, called as f π + f i ) results Figure 2.…”

Section: Resultsmentioning

confidence: 97%

The Influence of Fine Fractions Content in Non-Cohesive Soils on Their Compactibility and the CBR Value

Bąk

Chmielewski

2019

Journal of Civil Engineering and Management

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The bearing capacity of subsoils is particularly important due to the intensive development of road and airfield pavements. Subgrade is classified due to frost susceptibility as non-frost-susceptible, low-frost-susceptible or frost-susceptible. Presented research included laboratory tests of low-frost-susceptible soils with limited potential for direct use. The main objective of this paper was focused on the study of changes of compactibility parameters and the CBR (Californian Bearing Ratio) values of silty sand (Pπ). For this purpose, seventeen soil samples with various fine fractions content (of 1.6% to 24.2%), were composed. Laboratory tests, based on soaked soil samples, encompassed the Proctor Compaction test and the CBR test. Additionally, measurements of moisture content in soaked soil samples before and after the penetration test and the displacement of annular surcharge rings while penetration test, were performed. Obtained results allowed for conclusions that penetration curves diverge from the standard curve locally, therefore direct reading of the CBR values from the penetration curves may lead to its significant overstatement. There was also noticed the dependence between the water flow in the soil and the fine fraction content. The research recognized the need for pressure measurement in soil samples during the penetration test.

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“…Similar to the observations made by Hardin and Kalinski [65], that the G max increases with an increase in the mean effective grain size, D 50 ( Figure 8). In addition, the amount of cohesionless material in the mixtures has an obvious influence on the overall behaviour as well as the G max of such mixtures [44,45,47,66,67] (Figure 9). The evaluated G max values for the mixtures have been almost doubled when the clay is mixed with 50%sand addition for any size and shape.…”

Section: Resultsmentioning

confidence: 99%

Shear modules of claysand mixtures using bender element test

Çabalar¹,

Khalaf²,

Karabash³

2018

ActaGeotechSlov

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Bender-element (BE) tests were conducted on clay-sand mixtures to investigate the variation of small strain-shear modulus (G max) with the sand content and the physical characteristics (size, shape) of the sand grains in the mixtures. Three different gradations (0.6-0.3 mm, 1.0-0.6 mm and 2.0-1.0 mm) of sands having distinct shapes (rounded, angular) were added to a low-plasticity clay with mixture ratios of 0% (clean clay), 10%, 20%, 30%, 40%, and 50%. For the purposes of performing a correlation analysis, unconfined compression (UC) tests were also carried out on the same specimens. The tests indicated that both the G max and unconfined compressive strength (q u) values of the specimens with angular sand grains were measured to be lower than those with rounded sand grains, for all sizes and percentages. As the percentage of sand in the mixture increases, the G max values increase, while the q u values decrease. The results further suggested that the G max values decrease as the q u values decreases as the size of the sand grains reduces.

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Behaviour of sand–clay mixtures for road pavement subgrade

Cited by 35 publications

References 28 publications

Stabilization of high-plasticity silt using waste brick powder

Stabilization of high-plasticity silt using waste brick powder

The Influence of Fine Fractions Content in Non-Cohesive Soils on Their Compactibility and the CBR Value

Shear modules of claysand mixtures using bender element test

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