Marine Clay Soil Treated with Demolished Tile Waste: A Systematic Literature Review

This systematic literature review investigates the stabilization of marine clay soil using demolished tile waste. The study adopts the PRISMA (Preferred Reporting Items for Systematic Reviews and Meta-Analysis) method to comprehensively analyze existing research in this area.The utilization of waste materials for soil stabilization has gained significant attention due to environmental concerns and sustainability objectives. In this review, we explore the effectiveness of using demolished tile waste as a stabilizer for marine clay soil. The analysis reveals that different types of waste materials exhibit varying degrees of improvement in the soil's properties. The results demonstrate a consistent increase in shear strength after stabilization, indicating the suitability of demolished tile waste as a stabilizing agent for soft clay soils. Interestingly, the highest strength is not obtained at the largest additive quantities. Instead, most research papers report a peak in strength at specific additive proportions and curing time, followed by a decline. This phenomenon occurs when the hydration process is complete, and large lumps form between the clay particles. Furthermore, the size of the additive also plays a crucial role in enhancing the strength of problematic soils. Optimal additive size leads to better distribution and interaction with the clay particles, contributing to improved stabilization results. This review provides valuable insights into the potential of utilizing demolished tile waste for enhancing the engineering properties of marine clay soil. The findings highlight the importance of carefully selecting the type and quantity of additives to achieve the desired stabilization outcomes

Volumetric shrinkage of compacted soil liner for sustainable waste landfill

One of the main principal sources that contributes to the release of leachates in the environment is the municipal solid waste in landfill facilities. To mitigate the negative effects of leachate, landfill liner is constructed to provide a protective barrier that will not allow the leachate to pass through the compacted soil, which may cause groundwater contamination. Due to seasonal variation in tropical regions, compacted or natural soil liners tend to lose moisture when dry. This result to volumetric shrinkage, which causes cracks that affect the engineering properties and performance of the soils. Groundwater can easily be affected by leachate permeating through these cracks in soils because of desiccation induced by volume change. This paper aims to evaluate the effect of fines content at various gradation and moulding water content on volumetric shrinkage property of compacted laterite soil; and to compare the results with the regulatory standard for compliance to mitigate the negative effects of leachate on the environment. The technique used in this study was to vary the gradation of laterite soil at different moisture contents to achieve a sustainable result. It is observed that the volumetric shrinkage increase as the percentage of fines content increase with corresponding water content. The changes in volumetric shrinkage with time shows a sharp increase within the first five to ten d of drying and then become constant. The soil needs to be compacted on the dry side of optimum moisture content or at the optimum moisture content in order to meet the regulatory criteria of ≤ 4 %

Point load testing of flexural behavior of segmented tunnel lining

n tunnel, design of precast tunnel lining are not merely about the strength, but how much its allow to move to account the deflection comes from movement of surrounding soil and load. Thus, the design of tunnel lining is not straight forward. Understanding the flexural behavior of segmented lining is a bonus to optimize design lining in cost effective way. Tunnel lining are designed in segment and have joint that allows tunnel to become flexural and allow deformation taken by the lining load carrying capacity. The objective of this paper is to present some of the research works on segmented tunnel lining conducted in the laboratory. A series of laboratory testing of point load test have been developed to imitate behavior of segmental tunnel lining condition in real. Two types of support system were introduced namely pin-pin and pin-roller condition to imitate both rigid and hinge condition of lining. Support mechanisms of pin-roller support condition shows variation trend in stress-strain and moment readings and meanwhile for pin-pin it show mirror trend for both result. High stiffness of lining is important at the edge of segment

Strength of lime-cement stabilized tropical lateritic clay contaminated by heavy metals

Cement and lime are considered as stabilizers of contaminated land since they can reduce the leachability of contaminants. The contaminated soils can generally have higher strength after stabilization. However, the presence of heavy metal contaminants in soil interferes with stabilizer hydration which inhibits strength development in treated soils. Stabilizing products also have different strength properties due to heavy metals that affect levels of chemical fixation in different contaminated soil mixes. This paper presents an experimental study that evaluates strength development in cement-lime stabilized/solidified soils contaminated with either copper or zinc. Unconfined compressive strength was used to determine the suitability of cement and lime stabilization of contaminated laterite clay soils. Control samples (cement-lime stabilized soils without heavy metals) were prepared for comparison. Results confirmed the interference of heavy metals in the process of cement and lime hydration as a direct reflection of varied strength developments in tested soil samples. It was found that metal concentration, stabilizer content, type of stabilizer, and heavy metal type were factors that affected stabilizer hydration and strength development. The most significant ones of these were the type of stabilizer used and heavy metal concentration

Numerical simulation with hardening soil model parameters of marine clay obtained from conventional tests

Over the last decades, numerical modelling has gained practical importance in geotechnical engineering as a valuable tool for predicting geotechnical problems. An accurate prediction of ground deformation is achieved if models that account for the pre-failure behaviour of soil are used. In this paper, laboratory results of the consolidated drain (CD) triaxial compression tests and one-dimensional consolidation tests of marine clay were used to determine the hardening soil model (HSM) parameter for use in Plaxis 3D analyses. The parameters investigated for the HSM were stiffness, strength and advanced parameters. The stiffness parameters were secant stiffness in CD triaxial compression test (E50ref), tangent stiffness for primary oedometer loading test (Eoedref), unloading/reloading stiffness (Eurref) and power for the stress-level dependency of stiffness (m). The strength parameters were effective cohesion (cref'), effective angle of internal friction (?') and angle of dilatancy (?'). The advanced parameters were Poisson’s ratio for unloading–reloading (?) and K0-value for normal consolidation (K°nc). Furthermore, Plaxis 3D was used to simulate the laboratory results to verify the effectiveness of this study. The results revealed that the stiffness parameters E50ref,Eoedref,Eurref and m are equal to 3.4 MPa, 3.6 MPa, 12 MPa and 0.7, respectively, and that the strength parameters cref', ?', ?' and K°nc are equal to 33 kPa, 17.51°, 1.6° and 0.7, respectively. A final comparison of the laboratory results with the numerical results revealed that they were in accordance, which proved the efficacy of the study

Compressibility Behaviour On Carbonation of Ground Granulated Blast Furnace Slag (GGBS) Treated Kaolin

With the growing worry over pollution in the environment, the necessity to comprehend this phenomenon has multiplied. Not only that, the economic gain made in the last decade, along with the fast growth of the world population, has come at a huge environmental cost. One of the never-ending issues is carbon dioxide emission and notably, the construction sector is no exception to mean to contribute through many development activities. Therefore, this study focuses on the compressibility behaviour of Ground Granulated Blast Furnace Slag (GGBS) treated kaolin clay due to carbonation. This study discusses the effect of carbonation on GGBS-treated kaolin as an effort to use sustainable materials which able to improve the geotechnical properties of soil and safe to say, help to reduce the emission of CO2. Testing program via one-dimensional consolidation test found that the compressibility characteristics improved as increased the GGBS content. Overall, the results illustrate that higher GGBS content and longer curing period gives lower compressibility characteristic. It was also found that the carbonated kaolin sample further improve the compressibility characteristics as compared to ambient condition of treated kaolin sample. In conclusion, GGBS can improve the compressibility characteristic of kaolin with carbonation consideration

A review of polyurethane as a ground improvement method

Ground improvement based on lightweight materials is commonly applied as a method to overcome the problem related to excessive and differential settlement. The application of polyurethane (PU) as a ground improvement work currently increases in demand due to its well performance in many ground improvement projects. The properties and strength of different types of PU available in the market, together with the safety issues and precautions are highlighted in this paper. Due to its lightweight properties, buoyancy behavior of the lightweight foam often causes uplift which jeopardize the stability of the existing structure. Since it is applied in the ground, awareness on PU degradation needs to be emphasized. The suitability and applications of PU as one of alternative method for ground improvement works are also highlighted in this paper

Load transfer mechanism of group of floating soil-cement column in mproving soft ground

Soil-cement column by deep mixing method as ground improvement was proven effective enough to improve soft soil for foundation of structure, earthen embankment, rafts foundation, and where a relatively large settlement is permissible. However, the load transfer mechanisms between the column and the surrounding soil especially for a group of floating soil cement column is still lack of investigation. This paper presents the stress sharing mechanism under rigid footing supported by a group of floating cement column. This paper focuses on the development of stress distribution and stress concentration ratio, ? under instant loading. Thus, a series of laboratory experiments were carried out to measure the stress of the column and the surrounding soil. For comparison, finite element analysis was performed using PLAXIS 3D with Undrained analysis. Generally, it was found that a group of floating soil cement column shared 1 to 4 times more loads than the surrounding soil with the range of applied stress of 14 kPa to 20 kPa. Moreover, in all cases, it can be seen that the stress measured in lab and predicted by PLAXIS 3D showed a small discrepancy between the results. In addition, good interpretation and understanding on the load transfer between the column and the surrounding soil was obtained by the used of finite element analysis

Geotechnical aspects of tunnel lining with segmental joint parameters to improve soil surface settlement prediction

Conventional lining design usually considers tunnel lining as a uniform rigid ring model by implying high partial safety factor on the bending moment which is overestimated, due to inaccurate assumptions. To overcome this problem, investigation on the influence of joints on the behaviour of the global lining is significantly important especially when the interaction between segments is included. This paper presents investigation in tunnel segment joint influence on global tunnel lining behaviour especially when the interaction between segments becomes nonlinear, in different type of soil, so that more realistic soil-tunnel lining response can be obtained. The effect of segment joint parameters (linear or nonlinear) and soil parameters was investigated via numerical modelling. The predicted stress and displacement results from the numerical model were verified with the result obtained from field data collection. FEM model of original soil and settlement monitoring data depicted similar pattern of settlement but the FEM model did not captured the sudden settlement at the distance of 40 m from starting point. This was due to the simplification of FEM model and assumption of greenfield. The sand model gave similar result pattern like original case study soil behaviour. Clay model, in opposite, showed heaving at the beginning of construction that caused by the pressure induced by the weight of concrete and moving the water pressure toward the ground. One could conclude that, the elastic settlement profile occurred due to selected parameters of soil and Mohr Coulomb model