13 research outputs found
āļ§āļąāļŠāļāļļāđāļāđāļēāļĨāļāļĒāļāļĩāđāļāđāļāļĨāļīāđāļĄāļāļĢāđāļāļēāļĢāđāļāļāļāļāđāļģāļŠāļģāļŦāļĢāļąāļāđāļāđāđāļāđāļāļ§āļąāļŠāļāļļāļāļēāļāļāļēāļ
SUT Thesis Civil Engineerin
āļāļēāļĢāļ§āļīāđāļāļĢāļēāļ°āļŦāđāļāļĪāļāļīāļāļĢāļĢāļĄāļāļāļāļāļģāđāļāļāļāļąāļāļāļīāļāđāļŦāļĨāđāļāđāļŠāļĢāļīāļĄāđāļāļāļāļēāļ āļāđāļ§āļĒāļ§āļīāļāļĩāđāļāđāļāļāđāļāļīāļĨāļīāđāļĄāļāļāđ āđāļāļ 3 āļĄāļīāļāļī āđāļāļĩāļĒāļāļāļąāļāļāļĨāļāļĢāļ§āļāļ§āļąāļāđāļāļŠāļāļēāļĄ
āļāļģāđāļāļāļāļąāļāļāļīāļāđāļŦāļĨāđāļāđāļŠāļĢāļīāļĄāđāļāļāļāļēāļāļāļĢāļ°āļāļāļāļāđāļ§āļĒāđāļŦāļĨāđāļāđāļŠāļĢāļīāļĄāđāļāļāļāļēāļāļāļĩāđāđāļāļ·āđāļāļĄāļāđāļāđāļāđāļēāļāļąāļāđāļāđāļāļāļāļąāļāļāļāļāļāļĢāļĩāļ āđāļŦāļĨāđāļāđāļŠāļĢāļīāļĄāđāļāļāļāļēāļāļāļĢāļ°āļāļāļāļāđāļ§āļĒāđāļŦāļĨāđāļāļāļēāļĄāļĒāļēāļ§āđāļĨāļ°āđāļŦāļĨāđāļāļāļēāļĄāļāļ§āļēāļ āđāļŦāļĨāđāļāđāļŠāļĢāļīāļĄāļāļēāļĄāļĒāļēāļ§āļāļģāļĄāļēāļāļēāļāđāļŦāļĨāđāļāļāđāļāļāđāļāļĒ āđāļāļāļāļ°āļāļĩāđāđāļŦāļĨāđāļāļāļēāļĄāļāļ§āļēāļāļāļģāļĄāļēāļāļēāļāđāļŦāļĨāđāļāļāļēāļāļāļķāđāļāļāļģāđāļŦāđāđāļĢāļāļāđāļēāļāļāļēāļāđāļĢāļāļāļķāļāđāļāļāļāļēāļāļŠāļđāļ āļāļģāđāļāļāļāļąāļāļāļīāļāļāļĩāđāļāļģāļāļēāļĢāļĻāļķāļāļĐāļē āļĄāļĩāļāļ§āļēāļĄāļŠāļđāļ 9.75 āđāļĄāļāļĢ āđāļĨāļ°āļāļ§āļēāļĄāļāļ§āđāļēāļ 14.80 āđāļĄāļāļĢ āļŠāļĢāđāļēāļāļāļķāđāļāļāļĩāđāđāļŦāļĄāļ·āļāļāđāļĄāđāđāļĄāļēāļ° āļāļąāļāļŦāļ§āļąāļāļĨāļģāļāļēāļ āļāļąāđāļāļāļĒāļđāđāļāļĢāļīāđāļ§āļāļāđāļēāļāļŦāļāđāļēāđāļāļīāļāļāļīāļāļāļĩāđāļĄāļĩāļāļ§āļēāļĄāļāļąāļāļāļĢāļ°āļĄāļēāļ 48 āļāļāļĻāļē āļāļģāđāļāļāļāļąāļāļāļīāļāļāļđāļāđāļŠāļĢāļīāļĄāļāļģāļĨāļąāļāļāđāļ§āļĒāđāļŦāļĨāđāļāđāļŠāļĢāļīāļĄāđāļāļāļāļēāļāļāļąāđāļ 3 āļāđāļēāļāļāļāļāļāļģāđāļāļ āļāļēāļāļ§āļīāļāļąāļĒāļāļĩāđāđāļāđāļĻāļķāļāļĐāļēāđāļāļĢāļĩāļĒāļāđāļāļĩāļĒāļāļāļĨāļāļĢāļ§āļāļ§āļąāļāļāļĢāļīāļāļāļĩāđāđāļāļīāļāļāļķāđāļāđāļāļŠāļāļēāļĄ āļāļąāļāļāļĪāļāļīāļāļĢāļĢāļĄāļāļĩāđāđāļāđāļāļēāļāļāļēāļĢāļ§āļīāđāļāļĢāļēāļ°āļŦāđāļāđāļ§āļĒāļ§āļīāļāļĩāđāļāđāļāļāđāļāļīāļĨāļīāđāļĄāļāļāđāđāļāļ 3 āļĄāļīāļāļī āđāļāļĒāđāļāļĢāđāļāļĢāļĄ PLAXIS 3D āļāļāļāļ§āļēāļĄāļāļĩāđāļāļģāđāļŠāļāļāļāļĪāļāļīāļāļĢāļĢāļĄāļāļāļāļāļģāđāļāļāļāļąāļāļāļīāļ āđāļ 3 āļŠāļ āļēāļ§āļ° āđāļāđāđāļāđ āļŦāļĨāļąāļāļŠāļīāđāļāļŠāļļāļāļāļēāļĢāļāđāļāļŠāļĢāđāļēāļ āļāļēāļĢāļāļīāļāļāļąāđāļāļāđāļēāđāļāļĩāļĒāļāļĢāļāļāļĢāļĢāļāļļāļÂ āđāļĨāļ°āļāļāļ°āđāļāļīāļāđāļāđāļāļēāļ āļāļķāđāļāļāļĢāļ°āļāļāļāļāđāļ§āļĒāļāļĪāļāļīāļāļĢāļĢāļĄāļāļēāļĢāļāļĢāļļāļāļāļąāļ§āđāļāđāļāļ§āļāļīāđāļāļāļāļāļāļīāļāļāļĄāļāļĩāđāļāļĢāļ§āļāļ§āļąāļāđāļāļĒ Settlement plate, āļāļēāļĢāđāļāļĨāļ·āđāļāļāļāļąāļ§āļāđāļēāļāļāđāļēāļ āļāļĢāļ§āļāļ§āļąāļāđāļāļĒ Inclinometer āđāļĨāļ°āđāļĢāļāļāļķāļāđāļāđāļŦāļĨāđāļāđāļŠāļĢāļīāļĄāđāļāļāļāļēāļ āļāļĢāļ§āļāļ§āļąāļāđāļāļĒāđāļāđāđāļāļāļ§āļąāļāļāļ§āļēāļĄāđāļāļĢāļĩāļĒāļ āļāļēāļāļāļĨāļāļēāļĢāļĻāļķāļāļĐāļēāļāļāļ§āđāļē āļāļĪāļāļīāļāļĢāļĢāļĄāļāļēāļĢāļāļĢāļļāļāļāļąāļ§āđāļāļŠāļ āļēāļ§āļ°āļāđāļāļāđāļāļīāļāđāļāđāļāļēāļāļĄāļĩāļāļ§āļēāļĄāđāļāļāļāđāļēāļāļāļąāļāļĢāļ°āļŦāļ§āđāļēāļāļāļĨāļāļēāļĢāļāļĢāļ§āļāļ§āļąāļāđāļĨāļ°āļāļēāļĢāļ§āļīāđāļāļĢāļēāļ°āļŦāđ āđāļāđāđāļĄāļ·āđāļāļāļģāļāļēāļĢāđāļāļīāļāđāļāđāļāļēāļāđāļāđāļĨāđāļ§ (āļāļĩāđāđāļ§āļĨāļē 270 āļ§āļąāļ āļŦāļĨāļąāļāđāļĢāļīāđāļĄāļāđāļāļāđāļāļŠāļĢāđāļēāļ) āļāļēāļĢāļāļĢāļļāļāļāļąāļ§āļŠāļļāļāļāđāļēāļĒāļāļāļāļāļģāđāļāļāļāļąāļāļāļīāļāļĄāļĩāļāđāļēāđāļāļĨāđāđāļāļĩāļĒāļāļāļąāļ āđāļāļāļāļ°āļāļĩāđāļāļēāļĢāđāļāļĨāļ·āđāļāļāļāļąāļ§āļāđāļēāļāļāđāļēāļāļāļąāđāļāļŠāļāļāļāđāļēāļāļāļāļāļāļģāđāļāļāļĄāļĩāļĢāļđāļāđāļāļāđāļāļĩāļĒāļ§āļāļąāļ āļāļĨāļāļēāļĢāļāļĢāļ§āļāļ§āļąāļāļāļēāļĢāđāļāļĨāļ·āđāļāļāļāļąāļ§āļāđāļēāļāļāđāļēāļāļĄāļĩāļāđāļēāļŠāļđāļāļāļ§āđāļēāļāļĨāļāļēāļĢāļ§āļīāđāļāļĢāļēāļ°āļŦāđ āđāļĨāļ°āđāļĢāļāļāļķāļāļŠāļđāļāļŠāļļāļāļāļĩāđāđāļāļīāļāļāļķāđāļāđāļāđāļŦāļĨāđāļāđāļŠāļĢāļīāļĄāđāļāļāļāļēāļāļāļāļāļāļąāđāļāļāļēāļĢāļāļĢāļ§āļāļ§āļąāļāđāļĨāļ°āļ§āļīāđāļāļĢāļēāļ°āļŦāđ āļĄāļĩāļāļ§āļēāļĄāđāļāļĨāđāđāļāļĩāļĒāļāļāļąāļāđāļĨāļ°āļĢāļ°āļāļēāļāđāļĢāļāļāļķāļāļŠāļđāļāļŠāļļāļāļŠāļēāļĄāļēāļĢāļāļāļĢāļ°āļĄāļēāļāđāļāđāļāđāļ§āļĒāļ§āļīāļāļĩāļāļāļ AASHTO (2002)āļāļģāđāļāļāļāļąāļāļāļīāļāđāļŦāļĨāđāļāđāļŠāļĢāļīāļĄāđāļāļāļāļēāļāļāļĢāļ°āļāļāļāļāđāļ§āļĒāļāļēāļĢāđāļŠāļĢāļīāļĄāđāļŦāļĨāđāļāđāļŠāļĢāļīāļĄāļāļēāļĄāļĒāļēāļ§ āļāļķāđāļāļāļģāļĄāļēāļāļēāļāđāļŦāļĨāđāļāļāđāļāļāđāļāļĒ āđāļĨāļ°āļāļļāļāļāļāļāđāļŦāļĨāđāļāļāļēāļāļāļĩāđāļāļīāļāļāļąāđāļāļāļāđāļŦāļĨāđāļāđāļŠāļĢāļīāļĄāļāļēāļĄāļĒāļēāļ§āđāļāļāļīāļĻāļāļēāļāļāļĩāđāļāļąāđāļāļāļēāļāļāļąāļ āļāļģāđāļāļāļāļąāļāļāļīāļāļāļĩāđāļāļģāļāļēāļĢāļĻāļķāļāļĐāļēāļŠāļĢāđāļēāļāļāļķāđāļāļāļĩāđāđāļŦāļĄāļ·āļāļāđāļĄāđāđāļĄāļēāļ° āļāļąāļāļŦāļ§āļąāļāļĨāļģāļāļēāļ āļāļąāđāļāļāļĒāļđāđāļāļĢāļīāđāļ§āļāļāđāļēāļāļŦāļāđāļēāđāļāļīāļāļāļīāļāļāļĩāđāļĄāļĩāļāļ§āļēāļĄāļāļąāļāļāļĢāļ°āļĄāļēāļ 48 āļāļāļĻāļē āļāļģāđāļāļāļāļąāļāļāļīāļāļĄāļĩāļāļ§āļēāļĄāļāļ§āđāļēāļāđāļāđāļēāļāļąāļ 14.80 āđāļĄāļāļĢ āđāļĨāļ°āļĄāļĩāļāļ§āļēāļĄāļŠāļđāļāđāļāđāļēāļāļąāļ 9.75 āđāļĄāļāļĢ āđāļŠāļĢāļīāļĄāļāļģāļĨāļąāļāļāđāļ§āļĒāđāļŦāļĨāđāļāđāļŠāļĢāļīāļĄāđāļāļāļāļēāļāļāļąāđāļ 3 āļāđāļēāļāļāļāļāļāļģāđāļāļ āļāļģāļāļ§āļ 14 āļāļąāđāļ āđāļāđāļĢāļ°āļĒāļ°āđāļ§āļĨāļēāļāđāļāļŠāļĢāđāļēāļāļāļąāđāļāļŠāļīāđāļ 20 āļ§āļąāļ āļāļķāđāļāļāļēāļĢāļāļģāļāļ§āļāđāļāļ·āđāļāđāļāļĢāļĩāļĒāļāđāļāļĩāļĒāļāļāļĪāļāļīāļāļĢāļĢāļĄāļāļāļāļāļģāđāļāļāļāļąāļāļāļīāļāļāđāļ§āļĒāļĢāļđāļāđāļāļ 2 āļĄāļīāļāļī āļāļēāļ āđāļĄāđāđāļŦāļĄāļēāļ°āļŠāļĄ āļāļēāļāļ§āļīāļāļąāļĒāļāļĩāđāđāļāđāļāļģāđāļāļīāļāļāļēāļĢāļĻāļķāļāļĐāļēāđāļāļĢāļĩāļĒāļāđāļāļĩāļĒāļāļāļĨāļāļĢāļ§āļāļ§āļąāļāļāļĢāļīāļāļāļĩāđāđāļāļīāļāļāļķāđāļāđāļāļŠāļāļēāļĄ 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Critique on the Conceptual Developments of Innovative Practices with Lightweight Fills
Conceptual developments are underpinned by the intellectual process of constant reviewing and developing innovative research ideas into realistic design. There exists no one quick fix, fit for purpose solution to ensure stability of structures being constructed on a wide range of demanding ground conditions and variety of project constraints. Routine highway design and construction technology conformingly adopt only conventional fill methods and thus fail even to address adequately the less favoured conditions in challenging situations: a high initial construction cost arising from a full replacement of existing unfavourable soil conditions or an unsustainable construction design leading to a condition of rapid disintegration requiring regular expensive and disruptive highway maintenance activity. Undulating road embankment surfaces result from the transference of heavy self-weight of the embankment fill on yielding and non-uniform subgrade such as in peat soils. The Manitoba Water Services Board [1] specifies four classes of fills (viz; common, compacted common, compacted select granular backfill and unshrinkable backfill) for backfilling of pipeline trenches. Both conventional and alternatively sustainable backfills are discussed in this paper with new and appropriate technology opening doors with other tangible benefits for innovative and cost saving outcomes for differing construction scenarios
Marginal lateritic soil/crushed slag blends as an engineering fill material
Lateritic soil (LS) with suitable mechanical properties is commonly used as the subbase and as engineering fill material in roads. However, LS is becoming increasingly scarce as a source for road projects. The usage of marginal LS as a pavement subbase and engineering fill material leads to some challenging issues that this research seeks to address. This paper evaluates the possibility of using crushed slag (CS), a waste by-product, as a replacement material to stabilize marginal LS for engineering fill applications. An investigation was undertaken on the physical and mechanical properties of the LS/CS blends at various CS replacement contents. The laboratory evaluation program included particle size distribution, specific gravity, water absorption, Los Angeles (LA) abrasion, Atterberg limit, California Bearing Ratio (CBR) and swelling tests. CS replacement was found to reduce the fine content and increase the abrasion resistance of the marginal LS, resulting in a reduction in liquid limit, plasticity index, LA abrasion and particle breakage. With increases in the CS replacement content, a marked improvement in the physical properties of the blends was found, including increased soaked CBR and reduced swelling. Normalized CBRCS /CBR0 and SCS /S0 and CS replacement relationships were developed in this research. CBRCS and SCS are the CBR and swelling values at various CS replacement contents, respectively and CBR0 and S0 are the CBR0 and swelling values at a 0% CS replacement content, respectively. The results are expected to be of interest to both geotechnical and pavement practitioners. The physical and mechanical properties of the blends with a minimum of 10% CS replacement content were found to meet the national local road authority requirements for engineering fill material
Fly ash based geopolymer stabilisation of silty clay/blast furnace slag for subgrade applications
The mechanical and microstructural properties of problematic silty clay (SC) stabilised with fly ash (FA) based geopolymer and blast furnace slag (BFS) replacement are presented in this research. The influence factors evaluated included FA:BFS replacement ratio, NaOH concentration, and curing temperature. A series of geotechnical laboratory tests and microstructural analyses were also undertaken. The strength of the stabilised material was found to be governed by interparticle forces, mainly from the contribution of the chemical bonding strength. The results indicated that the unconfined compression strength (UCS) values of FA based geopolymers stabilised with SC/BFS blends increased with increasing NaOH concentration, at the various FA:BFS replacement ratios when cured at various temperatures (25, 50 and 80°C). The high concentration of NaOH could dissolve FA particles to leach silica and alumina which reacted with NaOH to produce a geopolymerization (N-A-S-H gel) process, which resulted in high UCS results. The decrease in FA:BFS ratio however reduced the specific area of particles to be welded by FA geopolymerization products and reduces the geopolymer gel due to the reduction in quantity of FA precursor. As such, the interparticle forces increased as the FA:BFS reduced up to the optimum value and then decreased as the FA:BFS reduced. The optimal FA:BFS ratio was found to be 20:10. An elevated curing temperature accelerated the geopolymerization reaction, leading to the higher UCS at higher temperature. The use of waste by-products BFS and FA to stabilise problematic soil in civil engineering applications will contribute to a significant reduction in construction costs and the sustainable development of the project life cycles
Environmental assessment of cement-stabilised lateritic soil/melamine debris for Thailandâs pavement
Mirzababaei, M ORCiD: 0000-0002-4801-8811Increased utilisation of melamine products has resulted in large quantities of melamine debris (MD) being stockpiled annually in landfills. In this research, MD was partially replaced with marginal lateritic soil (LS) to develop non-hazardous cement (C)-stabilised pavement sub-base and sub-grade materials. The 7âd unconfined compressive strength values of 3% C-stabilised 80% LS/20% MD blend and 5% C-stabilised 80% LS/20% MD blend met the strength requirement for sub-grade and sub-base materials, as specified by the Department of Highways, Thailand. The leachability of the heavy metals of the C-stabilised LS/MD blends was measured and compared with international standards. The leachate results indicated that the C-stabilised LS/MD blends can be safely used in sustainable pavement applications, as the leachate heavy metal concentrations were within acceptable ranges. The outcome of this study will promote the usage of waste MD in an environmentally friendly manner in pavement construction applications
Strength and Stiffness Parameters determined from Cone Pressuremeter Tests at Changi East, Singapore
Generalized Interface Shear Strength Equation for Recycled Materials Reinforced with Geogrids
In this research, large direct shear tests were conducted to evaluate the interface shear strength between reclaimed asphalt pavement (RAP) and kenaf geogrid (RAPâgeogrid) and to also assess their viability as an environmentally friendly base course material. The influence of factors such as the gradation of RAP particles and aperture sizes of geogrid (D) on interface shear strength of the RAPâgeogrid interface was evaluated under different normal stresses. A critical analysis was conducted on the present and previous test data on geogrids reinforced recycled materials. The D/FD, in which FD is the recycled materialsâ particle content finer than the aperture of geogrid, was proposed as a prime parameter governing the interface shear strength. A generalized equation was proposed for predicting the interface shear strength of the form: Îą = a(D/FD) + b, where Îą is the interface shear strength coefficient, which is the ratio of the interface shear strength to the shear strength of recycled material, and a and b are constants. The constant values of a and b were found to be dependent upon types of recycled material, irrespective of types of geogrids. A stepwise procedure to determine variable a, which is required for analysis and design of geogrids reinforced recycled materials in roads with various gradations was also suggested