Abstract:The application of chemical stabilizer in soil stabilization can effectively reduce the negative environmental impact in the construction industry. However, the stabilization of soft clay remains a challenge due to the costly and non-eco-friendly materials such as cement and lime. This research demonstrates the combination of SF and ESA in stabilizing the kaolin soils, based on the basic engineering properties and undrained shear strength (USS). Its effect was studied via the inclusion as cement replacement ma… Show more
“…CSA and lime facilitate the cohesion and aggregation of SFSS particles, resulting in a coarser texture. Similar findings were reported by Alrubaye et al 19 and Zaini and Hasan 26 , 40 , 46 .…”
Section: Resultssupporting
confidence: 90%
“…This densification is ascribed to the pozzolanic response, ultimately increasing the soil cohesion 37 . Comparable investigations have been assessed by Alrubaye et al 18 , 19 and Zaini and Hasan 46 . Figure 8 Effect of CSA and lime on the (a) Cohesion, c (kN/m 2 ), and (b) Internal Friction Angle, Φ (°) of 6% SFSS.…”
This investigation examines the effect of clamshell ash (CSA) and lime additives on the physico-mechanical characteristics of kaolinite clay soil stabilized at the optimum silica fume content. Laboratory tests were performed to assess plasticity, shrink-swell characteristics, compaction characteristics, unconfined compressive strength (UCS), shear strength characteristics, mineralogical and morphological microstructure characteristics of stabilized soil specimens. The kaolinite clay soil was stabilized at its optimum silica fume content (6%) to produce the highest strength and was altered with three non-identical proportions of clamshell ash and lime (3%-9%). Cylindrical soil specimens, 76 mm in height and 38 mm in diameter, were moulded and treated for curing periods of 1, 7, 14, and 30 days to examine the strength of the altered soil. The findings revealed that, adding clamshell ash and lime significantly alters the plasticity, shrink-swell, maximum dry unit weights, and optimum moisture contents of the silica fume-stabilized soil. In terms of strength, the beneficial effects of CSA and lime additives were found to be more significant with more extended curing periods. Incremental increases in curing periods resulted in further enhancements in UCS, cohesion, and internal friction angle, indicating continued strength development over time. Microstructural analysis using field emission scanning electron microscopy and X-ray diffraction provided insights into the interparticle bonding mechanisms and microstructural changes induced by the addition of CSA and lime. The emergence of cementitious phases and pozzolanic responses between soil particles and stabilizers contributed to the densification and strengthening of the stabilized soil matrix. The findings of this study provide valuable insights into the potential of clamshell ash and lime additives to enhance the engineering properties of kaolinite clay soil stabilized with silica fume. These results have implications for sustainable soil stabilization practices, offering a promising approach to improve the performance of soils for various engineering applications, including construction and geotechnical projects.
“…CSA and lime facilitate the cohesion and aggregation of SFSS particles, resulting in a coarser texture. Similar findings were reported by Alrubaye et al 19 and Zaini and Hasan 26 , 40 , 46 .…”
Section: Resultssupporting
confidence: 90%
“…This densification is ascribed to the pozzolanic response, ultimately increasing the soil cohesion 37 . Comparable investigations have been assessed by Alrubaye et al 18 , 19 and Zaini and Hasan 46 . Figure 8 Effect of CSA and lime on the (a) Cohesion, c (kN/m 2 ), and (b) Internal Friction Angle, Φ (°) of 6% SFSS.…”
This investigation examines the effect of clamshell ash (CSA) and lime additives on the physico-mechanical characteristics of kaolinite clay soil stabilized at the optimum silica fume content. Laboratory tests were performed to assess plasticity, shrink-swell characteristics, compaction characteristics, unconfined compressive strength (UCS), shear strength characteristics, mineralogical and morphological microstructure characteristics of stabilized soil specimens. The kaolinite clay soil was stabilized at its optimum silica fume content (6%) to produce the highest strength and was altered with three non-identical proportions of clamshell ash and lime (3%-9%). Cylindrical soil specimens, 76 mm in height and 38 mm in diameter, were moulded and treated for curing periods of 1, 7, 14, and 30 days to examine the strength of the altered soil. The findings revealed that, adding clamshell ash and lime significantly alters the plasticity, shrink-swell, maximum dry unit weights, and optimum moisture contents of the silica fume-stabilized soil. In terms of strength, the beneficial effects of CSA and lime additives were found to be more significant with more extended curing periods. Incremental increases in curing periods resulted in further enhancements in UCS, cohesion, and internal friction angle, indicating continued strength development over time. Microstructural analysis using field emission scanning electron microscopy and X-ray diffraction provided insights into the interparticle bonding mechanisms and microstructural changes induced by the addition of CSA and lime. The emergence of cementitious phases and pozzolanic responses between soil particles and stabilizers contributed to the densification and strengthening of the stabilized soil matrix. The findings of this study provide valuable insights into the potential of clamshell ash and lime additives to enhance the engineering properties of kaolinite clay soil stabilized with silica fume. These results have implications for sustainable soil stabilization practices, offering a promising approach to improve the performance of soils for various engineering applications, including construction and geotechnical projects.
“…Encouraging good waste management practices within the stone business and addressing environmental concerns related to it both require this strategy. Here the combinations of the tyre waster powder and kota stone powder can be used my research by referring the various combinations of materials study [16][17][18][19][20][21][22][23].…”
Weak soils are primarily defined as clayey soils, having the special characteristics that cause them to deflocculating under some circumstances, erode quickly, and be quickly transported away by water flow. Because these soils have the most potential for problems including heave, shifts, cracks, and settlement, there is an increased danger of foundation damage due to this swelling propensity. Such damage to the foundation might have serious problems, including high repair costs. Clayey soil can be stabilized to make it suitable for building, which reduces settlement and increases the soil's bearing capacity [20]. In this study, two different types of admixtures namely tyre waste powder and kota stone powder which can be used for the stabilizing the clayey soils blended with their optimum combination [11][12][13][14][15][16][17]. The optimal combination of tyre waste powder and kota stone powder can be arrived by the clayey soils by conducting the various geotechnical investigations with different proportions namely 6% ,8 % ,10% ,12% 14% of kota stone powder and 12 % tyre waste powder. By the research the optimal combination is arrived to 12% of tyre waste powder and 8% of kota stone powder.
“…Cohesive soils such as soft clay usually settle from compression which consists of elastic settlement and consolidation. The large proportion of the settlement on soft clay is attributed to consolidation process which may continue for a long time depending on the ability of the soil to dissipate excess pore water pressure due to construction load [4][5]. The remedial measure such as insertion of stone column has been widely used in order to overcome this problem [6][7].…”
Structures construct on soft clays are often affected by stability and settlement problems due to high compressibility, low shear strength and low permeability of soft clay which will lead to bearing capacity failure and excessive settlement. The soft clay samples had the dimensions of 50 mm diameter and 100 mm in height. The bottom ash column had two (2) different area replacement ratios which were 4% and 9% (10 mm and 15 mm diameters respectively) with the bottom ash column penetration ratio of 0.3, 0.7 and 1.0. The results of the unconfined compression test show that there is an improvement in shear strength of soft kaolin clay when reinforced with bottom ash column. For samples with area replacement ratio 4%, the results show the increment of 25%, 37.5% and 50% at height penetrating ratio of 0.3, 0.7 and 1.0, respectively in shear strength. Meanwhile, for samples of 9% area replacement ratio, the shear strength of the soft kaolin clay increased about 14.29, 28.57 and 57.14%, respectively. It can be concluded that by reinforcing the soft clay using singular bottom ash column, the shear strength of the soils increases and become more significant as the area replacement ratios and the column penetration ratios increase.
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