Effectiveness of Silica Fume Eggshell Ash and Lime Use on the Properties of Kaolinitic Clay

The study aims to investigate the properties of kaolinitic clay using silica fume, eggshell ash, and lime. The experiment employs varying amounts of silica fume (2%, 4%, and 6%), eggshell ash, lime (3%, 6%, and 9%), and combinations of silica fume, eggshell ash, and lime, which are cured for 1, 7, 14, and 30 days. The investigated properties of the soils include the improvement of Atterberg limits, maximum dry density (MDD), optimum moisture content (OMC), specific gravity, compressive strength, morphology characteristics, and chemical compositions. The results reveal that the optimal application of these materials can be achieved at 6% silica fume, 6% eggshell ash, and 9% lime mixture into the soils and increase the shear strength by as much as 88.74% at 30 days of curing

Effects of Industrial and Agricultural Recycled Waste Enhanced with Lime Utilisation in Stabilising Kaolinitic Soil

Soft kaolin clay is a problematic soils encountered in various construction projects that lead to the implementation of soil stabilisation. On the other side, the massive production of industrial and agricultural waste currently presents a critical problem for the environment. However, the utilisation of industrial and agricultural wastes in altering the characteristics of kaolinitic soil can be considered as an ideal solution to enhance the characterisation of problematic soils in the field of construction. Therefore, this study examines the alterations of the engineering properties of soft kaolin clay by utilising silica fume as the industrial by-product and eggshell ash as the agricultural by-product enhanced with lime use. To assess the impact of silica fume, eggshell ash, and lime on the various characteristics of kaolinitic soil, a series of laboratory experiments containing Atterberg limits, specific gravity, compaction test, unconfined compression test, X-ray fluorescence, X-ray diffraction, sieve analysis, and field emission scanning electron microscope is carried out. In this study, 2%, 4% and 6% of silica fume, 3%, 6% and 9% of eggshell ash and lime and the optimal combination of SF, ESA with 3%, 6% and 9% of lime are used and were cured for 1, 7, 14 and 30 days. The results present that the optimal utilization of silica fume, eggshell ash, and lime can alter the engineering characteristics of the soft kaolin clay by reducing the specific gravity, consistency limits, linear shrinkage, and maximum dry density, while increasing the value of shrinkage limit, and optimum moisture content. In terms of strength improvement, the highest unconfined compression strength was recorded when soft kaolin clay was treated with 6% silica fume, 6% eggshell ash and 9% of lime for four (4) different days of curing with a strength improvement of 81.03%, 82.46%, 88.49% and 88.74%. Therefore, this study concludes that optimal use of silica fume, eggshell ash, and lime can persistently alter the characteristics of kaolinitic soil and open the way to economical and sustainable materials in improving the problem soil

Research news

Hokoku Engineering of Japan has awarded an international grant of RM 50,000 to Assoc Prof Ts Dr Muzamir Hasan from the Department of Civil Engineering for a project entitled “Development of IoT Geotechnical Data Mapping System for Pahang”

Effect of Optimum Utilization of Silica Fume and Lime On the Stabilization of Problematic Soils

Chemically stabilized soil studies have revealed that the efficiency of stabilization is primarily depends on the natural environment of the soil. Because of its poor qualities, this sort of soil is classified as problematic. Expansive soils such as clay soil does not satisfy the standards for structural applications at this stage because its load applied from the building's apex will be transmitted to the soil layers. This study aims at the soft kaolin clay stabilization by utilizing 4% and 6% of silica fume and several percentage inclusion of lime. The lime percentages of 3%, 5%, 7%, and 9%, whereas the ratio of silica fume is set at 4% and 6%. The primary goal of this study is to increase the shear strength of soft kaolin clay soil blended with 4% and 6% of silica fume (SF) and varying amounts of lime (L). The soil parameters were evaluated for soft kaolin alone and for 4% and 6% of silica fume blended with varying percentages of lime. The findings disclose that the optimal percentages of silica fume and lime in terms of maximum shear strength at 176.91 kPa of improvement were 4% and 7% respectively due to the pozzolanic reaction between silica fume and lime was more successful with soil particles. The combination of silica fume and lime blended with the soft kaolin clay can highly enhanced the strength and the internal friction angle of the soil compared to the lime and silica fume mixed alone. The optimal proportion for increasing the undrained shear strength and friction angle was 4% of silica fume and 7% of Lime which can cut costs, reduce environmental disturbance, and act as an eco-friendly substance in soil stabilization

Effect of Optimum Utilization of Silica Fume and Lime On the Stabilization of Problematic Soils

Chemically stabilized soil studies have revealed that the efficiency of stabilization is primarily depends on the natural environment of the soil. Because of its poor qualities, this sort of soil is classified as problematic. Expansive soils such as clay soil does not satisfy the standards for structural applications at this stage because its load applied from the building's apex will be transmitted to the soil layers. This study aims at the soft kaolin clay stabilization by utilizing 4% and 6% of silica fume and several percentage inclusion of lime. The lime percentages of 3%, 5%, 7%, and 9%, whereas the ratio of silica fume is set at 4% and 6%. The primary goal of this study is to increase the shear strength of soft kaolin clay soil blended with 4% and 6% of silica fume (SF) and varying amounts of lime (L). The soil parameters were evaluated for soft kaolin alone and for 4% and 6% of silica fume blended with varying percentages of lime. The findings disclose that the optimal percentages of silica fume and lime in terms of maximum shear strength at 176.91 kPa of improvement were 4% and 7% respectively due to the pozzolanic reaction between silica fume and lime was more successful with soil particles. The combination of silica fume and lime blended with the soft kaolin clay can highly enhanced the strength and the internal friction angle of the soil compared to the lime and silica fume mixed alone. The optimal proportion for increasing the undrained shear strength and friction angle was 4% of silica fume and 7% of Lime which can cut costs, reduce environmental disturbance, and act as an eco-friendly substance in soil stabilization

Engineering Properties of Clayey Soil Stabilized with Lime

Kaolin soil represents the soft clay soil with a depleted bearing capacity and an elevated compressibility level. Thus, in order to hold up civil structures, the bearing capacity of kaolin soil needs to be raised. Several soil improvement procedures are currently available. These include soil replacement, preloading, corduroy and chemical stabilization. However, as these procedures are harmful to the environment, efforts to achieve soil stabilization ought to make use of materials that are environmentally friendly. The utilization of industrial waste that does not have a negative impact on the environment would represent a significant step forward in this area. Among the most frequently employed procedures to achieve soil stabilization is the utilization of a binder such as lime. This study puts forward an array of laboratory investigations to assess the influence of lime on the compressibility and swelling traits of soil. According to the findings, the liquid limit and plasticity index of soil is reduced with the introduction of lime. Pozzolanic reactions transpire due to the siliceous and aluminous nature of the material which has a negligible cementation value and is made up of large particles. This circumstance culminates in a reduction of the liquid limit. With a 9% application of lime, an elevation in the liquid limit was observed (a decrease in other reaction materials). This is attributed to the excessive presence of lime. The optimal water content rose from 20% to 23% with a 5% application of lime. The stabilizer content (lime) reduces the maximum dry density from 1.63 to 1.585 g/cm3. Lime content enhances the compressibility of soft clay by lowering the coefficient of volume compressibility (mv) reduces with increasing stabilizer content and the optimum percent for lime. This is a result of the reaction between lime and soil

Effects of Using Silica Fume and Lime in the Treatment of Kaolin Soft Clay

Soil stabilization can make the soils becoming more stable by using an admixture to the soil. Lime stabilization enhances the engineering properties of soil, which includes reducing soil plasticity, increasing optimum moisture content, decreasing maximum dry density and improving soil compaction. Silica fume is utilized as a pozzolanic material in the application of soil stabilization. Silica fume was once considered non-environmental friendly. In this paper, the materials required are kaolin grade S300, lime and silica fume. The focus of the study is on the determination of the physical properties of the soils tested and the consolidation of kaolin mixed with 6% silica fume and different percentages (3%, 5%, 7% and 9%) of lime. Consolidation test is carried out on the kaolin and the mixtures of soil-lime-silica fume to investigate the effect of lime stabilization with silica fume additives on the consolidation of the mixtures. Based on the results obtained, all soil samples are indicated as soils with medium plasticity. For mixtures with 0% to 9% of lime with 6% SF, the decrease in the maximum dry density is about 15.9% and the increase in the optimum moisture content is about 23.5%. Decreases in the coefficient of permeability of the mixtures occur if compared to the coefficient of permeability of kaolin soft clay itself reduce the compression index (Cc) more than L- SF soil mix due to pozzolanic reaction between lime and silica fume and the optimum percent of lime-silica fume was found to be (5%+6%) mix. The average coefficient of volume compressibility decreases with increasing the stabilizer content due to pozzolanic reaction happening within the soil which results in changes in the soil matrix. Lime content +6% silica fume mix can reduce the coefficient of consolidation from at 3%L+6%SF, thereafter there is an increase from 9%L+6%SF mix. The optimal percentage of lime silica fume combination is attained at 5.0% lime and 6.0% silica fume in order to improve the shear strength of kaolin soft clay. Microstructural development took place in the stabilized soil due to increase in lime content of tertiary clay stabilized with 7% lime and 4% silica fume together

Effectiveness of Silica Fume Eggshell Ash and Lime Use on the Properties of Kaolinitic Clay

The study aims to investigate the properties of kaolinitic clay using silica fume, eggshell ash, and lime. The experiment employs varying amounts of silica fume (2%, 4%, and 6%), eggshell ash, lime (3%, 6%, and 9%), and combinations of silica fume, eggshell ash, and lime, which are cured for 1, 7, 14, and 30 days. The investigated properties of the soils include the improvement of Atterberg limits, maximum dry density (MDD), optimum moisture content (OMC), specific gravity, compressive strength, morphology characteristics, and chemical compositions. The results reveal that the optimal application of these materials can be achieved at 6% silica fume, 6% eggshell ash, and 9% lime mixture into the soils and increase the shear strength by as much as 88.74% at 30 days of curing

Factors affecting the construction quality in Bangladesh

Purpose: Quality is a sensitive and high-priority issue in the global construction including in Bangladesh. This research is intended to provide necessary information to stakeholders and authorities for better management of the construction quality in Bangladesh. Therefore, this study seeks to find and prioritize the factors affecting the construction quality in Bangladesh. Design/methodology/approach: In total 65 factors were extracted and categorized from the literature and expert panel discussion. Subsequently, these factors were designed in a questionnaire under 13 major groups for a survey where 176 construction professionals participated and returned their completed survey form. Collected data were tested by the Cronbach Alpha to check the reliability before proceeding to the Relative Importance Index (RII) analysis for determining the relative ranks of identified factors. Findings: Statistical analysis of survey data represents that the most significant factors are: lack of management commitment, lack of technical skill and experience of the consultant, delays in progress investigation, political interference and contractor's desire for unrealistic profit. The most crucial major groups of factors influencing the construction quality are management, material, consultant, cost and time and contract-related major groups. Originality/value: It will contribute to the body of knowledge, as it points out the impact of factors affecting quality in Bangladeshi construction. Authorities and stakeholders can be helped by the overview of the high and low ranks factors, understanding the diverse characteristics of factors and making more aware the industry about the quality issues which need to be a top concern to solve. Other developing countries that share the same socio-economic context as Bangladesh can be benefit from the results of this study to control quality issues in construction

Shear strength of soft clay reinforced with acrylonitrile butadiene styrene (ABS) column

The troublesome soil that many geotechnical engineers encounter in the sector is clay soil. It presents a major danger to the foundations of light structures. Granular columns have proved beneficial in resolving foundation stabilisation and settling issues, making soft clay more appropriate for foundation building. This study aims to determine whether adding acrylonitrile butadiene styrene (ABS) to kaolin clay increases its shear strength. The physical, mechanical, and morphological properties of the materials used in this research (i.e., kaolin and ABS) must first be identified. The soft clay kaolin was strengthened with ABS columns and tested using the unconfined compression test (UCT) and the unconsolidated undrained test (UUT). The diameter of the columns used in this study was 8, 12, and 16 mm, while the penetration depth ratio used was 0.5, 0.75, and 1.0. The highest improvement in shear strength occurred at a height penetration ratio of 0.5 with values of 102.94%, 48.56%, and 50.02%. The UCT results demonstrated a decrease in the volume of the replacement ratio, followed by an increase in the height of the column. The UUT was conducted to evaluate the soft clay's shear strength when reinforced with an ABS column. The cell pressure used was 50, 100, and 200 kPa with the same column diameter specification as the UCT. The friction angle, υ, increased significantly from 8.92% to 18.21%. Furthermore, there was an improvement in cohesiveness, c, which increased from 4.54% to 45.45%. The results show that installing ABS columns improves the strength and compressibility of clay samples