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Compressive and Tensile Strength of Nano-clay Stabilised Soil Subjected to Repeated Freeze–Thaw Cycles

Mahya Roustaei

Mahya Roustaei

Department of Civil and Environmental Engineering, University of AlbertaEdmonton, Canada
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Roustaei, Mahya
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Mahdi Sabetraftar

Mahdi Sabetraftar

Department of Civil Engineering, Qazvin Branch, Islamic Azad UniversityQazvin, Iran
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Sabetraftar, Mahdi
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Ehsan Taherabadi

Ehsan Taherabadi

Department of Civil Engineering, Imam Khomeini International UniversityQazvin, Iran
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Taherabadi, Ehsan
 und 
Meysam Bayat

Meysam Bayat

Department of Civil Engineering, Najafabad Branch, Islamic Azad UniversityNajafabad, Iran
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Bayat, Meysam
  
01. Sept. 2023
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Artikel-Kategorie: Original Study
Online veröffentlicht: 01. Sept. 2023
Seitenbereich: 221 - 230
Eingereicht: 22. Okt. 2022
Akzeptiert: 13. Mai 2023
DOI: https://doi.org/10.2478/sgem-2023-0009
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© 2023 Mahya Roustaei et al., published by Sciendo
This work is licensed under the Creative Commons Attribution 4.0 International License.

Figure 1:

Grain size distribution curves of soil.
Grain size distribution curves of soil.

Figure 2:

Influence of nano-clay on the (a) compaction curve of clay and (b) normalised maximum dry unit weight and normalised optimum moisture content.
Influence of nano-clay on the (a) compaction curve of clay and (b) normalised maximum dry unit weight and normalised optimum moisture content.

Figure 3:

UCS stress–strain curves of specimens without any freeze–thaw cycles (a), curing time = 0 days (b) curing time = 7 days and (c) curing time = 28 days.
UCS stress–strain curves of specimens without any freeze–thaw cycles (a), curing time = 0 days (b) curing time = 7 days and (c) curing time = 28 days.

Figure 4:

Unconfined compressive strength of specimens without any freeze–thaw cycles.
Unconfined compressive strength of specimens without any freeze–thaw cycles.

Figure 5:

Tensile strength of specimens without any freeze–thaw cycles.
Tensile strength of specimens without any freeze–thaw cycles.

Figure 6:

UCS stress–strain curves of specimens subjected to freeze–thaw cycles: (a) nano-clay content = 0%, (b) nano-clay content = 0.5%, (c) nano-clay content = 1%, (d) nano-clay content = 1.5%, (e) nano-clay content = 2%, (f) nano-clay content = 3%.
UCS stress–strain curves of specimens subjected to freeze–thaw cycles: (a) nano-clay content = 0%, (b) nano-clay content = 0.5%, (c) nano-clay content = 1%, (d) nano-clay content = 1.5%, (e) nano-clay content = 2%, (f) nano-clay content = 3%.

Figure 7:

Normalised unconfined compressive strength of the specimens versus number of freeze–thaw cycles: (a) curing time = 0 day, (b) curing time = 7 days, (c) curing time = 28 days.
Normalised unconfined compressive strength of the specimens versus number of freeze–thaw cycles: (a) curing time = 0 day, (b) curing time = 7 days, (c) curing time = 28 days.

Figure 8:

Normalised ultimate tensile strength of specimens versus number of freeze–thaw cycles: (a) curing time = 0 day, (b) curing time = 7 days, (c) curing time = 28 days.
Normalised ultimate tensile strength of specimens versus number of freeze–thaw cycles: (a) curing time = 0 day, (b) curing time = 7 days, (c) curing time = 28 days.

Properties of nano-clay particles_

Parameter Typical dry particle sizes γd (g/cm3) Gs
90% less than 50% less than 10% less than
Value 10 μm 6 μm 2 μm 1.98 1.6

Geotechnical properties of clayey soil_

Parameter Liquid limit (LL) (%) Plastic limit (PL) (%) Plastic index (PI) (%) Gs
Value 36 20 16 2.757

Summary of the test's details_

Test group Nano-clay content (%) No. of freeze–thaw cycles Curing time (days) No. of tests
Group 1 0.5, 1, 1.5, 2 and 3 0 0, 7 and 28 15 UCS†, 15 STS‡
Group 2 0.5, 1, 1.5, 2 and 3 0, 1, 3, 6, 9 and 11 0, 7 and 28 90 UCS; 90 STS
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