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<p>Substantial disposal of stone dust waste produced from quarry industries is of crucial concern. Besides, many lateritic soils were inappropriate in engineering work owing to their unfavourable properties. Also, there is the need to study up to microstructural level of stone dust treated lateritic soils. Thus, this study evaluates the effects of compactive efforts on lateritic soil stabilized with stone dust as well as its microstructural characteristics. The lateritic soil (LS) samples were stabilized with stone dust (SD) at 0–30 wt% substitution. Soil index (sieve analysis, moisture content, specific gravity, atterberg limits) and engineering properties (compaction, California bearing ratio, unconfined compressive strength) were conducted on the samples using various standards. Lateritic soil, SD, and stabilized samples were subjected to microscopic analyses. The AASHTO system of classifying soil indicated the soil sample as an A-7-5 group of soil (poor soil). The results revealed an increase in density and strength with increasing SD content in the stabilized soil. British Standard Heavy (BSH) exhibited the best compaction energy compared to British Standard Light (BSL) and West African Standard (WAS). At the natural state, the maximum dry density (MDD), unsoaked and soaked California bearing ratio (CBR), and unconfined compressive strength (UCS) values were 1865&#xa0;kg/m<sup>3</sup>, 44.34%, 21.89% and 315.74 kN/m<sup>2</sup> respectively. The stabilized soil’s optimum value for the MDD, CBR and UCS were found to be at 15 wt% SD substitution. Comparing the soil to its natural state, the BSH compactive effort at 15 wt% SD substitution resulted in about 35%, 75%, 90%, and 60% increases for MDD, unsoaked CBR, soaked CBR, and UCS. The results show that BSH compactive effort will help achieve a more dependable strength in the field when compared to other efforts used. The SEM revealed that the stabilized soil has a densely packed particle compared to the natural soil. The gain in strength was attributed to production of C-(A)‐ S‐H, as proven by XRD test. SD has proven to be a stabilizing material that can be used in conjunction with lateritic soil to construct flexible pavements.</p>

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Effect of compaction energies on geotechnical properties of stone dust stabilized lateritic soil

  • 期刊论文

  • 出版模式：

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  • 发表日期：

    2026年5月3日

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  • Ifedolapo Omowumi Ameen,
  • Lukman Olaide Salami,
  • Quazeem Adekunle Adeyemo,
  • Murthada Adekilekun Tijani,
  • Afeez Adefemi Bello

摘要

Substantial disposal of stone dust waste produced from quarry industries is of crucial concern. Besides, many lateritic soils were inappropriate in engineering work owing to their unfavourable properties. Also, there is the need to study up to microstructural level of stone dust treated lateritic soils. Thus, this study evaluates the effects of compactive efforts on lateritic soil stabilized with stone dust as well as its microstructural characteristics. The lateritic soil (LS) samples were stabilized with stone dust (SD) at 0–30 wt% substitution. Soil index (sieve analysis, moisture content, specific gravity, atterberg limits) and engineering properties (compaction, California bearing ratio, unconfined compressive strength) were conducted on the samples using various standards. Lateritic soil, SD, and stabilized samples were subjected to microscopic analyses. The AASHTO system of classifying soil indicated the soil sample as an A-7-5 group of soil (poor soil). The results revealed an increase in density and strength with increasing SD content in the stabilized soil. British Standard Heavy (BSH) exhibited the best compaction energy compared to British Standard Light (BSL) and West African Standard (WAS). At the natural state, the maximum dry density (MDD), unsoaked and soaked California bearing ratio (CBR), and unconfined compressive strength (UCS) values were 1865 kg/m3, 44.34%, 21.89% and 315.74 kN/m2 respectively. The stabilized soil’s optimum value for the MDD, CBR and UCS were found to be at 15 wt% SD substitution. Comparing the soil to its natural state, the BSH compactive effort at 15 wt% SD substitution resulted in about 35%, 75%, 90%, and 60% increases for MDD, unsoaked CBR, soaked CBR, and UCS. The results show that BSH compactive effort will help achieve a more dependable strength in the field when compared to other efforts used. The SEM revealed that the stabilized soil has a densely packed particle compared to the natural soil. The gain in strength was attributed to production of C-(A)‐ S‐H, as proven by XRD test. SD has proven to be a stabilizing material that can be used in conjunction with lateritic soil to construct flexible pavements.