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008			240906t20242024my a|||fr|||| 000 0 eng d
020			_aTHE0009943 (Local) _qHardback
040			_aUMPSA _beng _cUMP _erda
090			_aFTKA .S936 2024 r Thesis
100	1		_aMuhammad Syamsul Imran Bin Zaini, _eauthor.
245	1	0	_aStabilization of kaolinitic clay soil using silica fume, eggshell ash and lime / _cMuhammad Syamsul Imran Bin Zaini
264		1	_aKuantan, Pahang : _bUMPSA, _c2024
264		4	_c© 2024
300			_axxxvi, 680 pages : _billustration ; _c30 cm. + _e1 CD-ROM
336			_2rdacontent _atext
337			_2rdamedia _aunmediated
338			_2rdacarrier _avolume
347			_2rda _atext file _bPDF
500			_aFaculty of Civil Engineering Technology
502			_aThesis (Doctor of Philosophy in Civil Engineering) -- Universiti Malaysia Pahang – 2024
504			_aIncludes bibliographical references
520	3		_aThis study explores an innovative approach using silica fume, eggshell ash, and lime to overcome the persistent challenges posed by kaolinitic clay soils in the construction industry. The problems arise from the low shear strength, extreme plasticity, and limited load-bearing capability. Soils containing small particles (less than 2 µm) have a large surface area, allowing effective water retention. This, in turn, causes swell-shrink behavior when subjected to moisture fluctuations. Against this backdrop, the study seeks to answer a pressing question of how using silica fume, eggshell ash, and lime significantly influences the alteration and improvement of the geotechnical properties of kaolinitic clay soil. The methodology employed involves the comprehensive analysis of the effectiveness of silica fume, eggshell ash, and lime towards the alteration and improvement of physical, mechanical, chemical, mineralogical, morphological microstructure, and strength properties of the kaolinitic clay soil. The kaolinitic clay soil was first stabilized with silica fume, followed by the combination of silica fume-eggshell ash and silica fume-lime, and finally, the stabilization by combining these three stabilizers. In this study, 2%, 4%, and 6% of silica fume (SF), 3%, 6%, and 9% of eggshell ash (ESA), and lime (L) are used. Coherent to that, a series of laboratory experiments containing Atterberg limits, specific gravity, compaction test, Unconfined Compression Test (UCT), Consolidated Undrained (CU) Triaxial Test, X-ray Fluorescence (XRF), Xray Diffraction (XRD), sieve analysis, and Field Emission Scanning Electron Microscope (FESEM) is carried out. Through the CIU test considering the curing periods of samples treated at 1, 7, 14, and 30 days, the results were analyzed using the Mohr-Coulomb and critical state failure criteria. Besides, the effectiveness of the silica fume, eggshell ash, and lime in improving the compressibility characteristics of kaolinitic clay was validated via a numerical simulation. Findings reveal a multifaceted impact. The utilization of silica fume, eggshell ash, and lime not only can alter the basic geotechnical engineering properties of kaolinitic clay soil but also plays a crucial role in improving the compressibility parameters, shear strength parameters, and critical stress path parameters of the kaolinitic clay soil. The results present that the utilization of SF, ESA, and L can alter the basic engineering properties of the kaolinitic clay soil by reducing the specific gravity, consistency limits, linear shrinkage, and maximum dry density (MDD) while increasing the value of shrinkage limit, and optimum moisture content (OMC). In terms of strength improvement, the increasing number and percentages of soil stabilizers used resulted in a significant increment in kaolinitic clay shear strength. The highest unconfined compression strength was recorded when kaolinitic clay soil was stabilized with 6% silica fume, 6% eggshell ash, and 9% lime and cured for 30 days of curing with a strength improvement of 89.34%. Based on the Mohr-Coulomb failure criteria of the CU test results, the utilization of silica fume, eggshell ash, and lime did not show any significant difference in the effective friction angle. However, the analysis shows an increment in the kaolinitic clay soil's apparent cohesion and undrained shear strength. The pore water pressure dissipation was accelerated with silica fume, eggshell ash, and lime. Analysis via the critical state soil mechanics framework revealed critical state parameters of M, Γ, and λ for each sample. Most of the M values for the stabilized kaolinitic clay soil composite lie within 1.23 and 1.25, varying the friction angle at critical state between 30.70° to 31.07°. The critical state failure criteria consider volume change at failure. Hence, it was an excellent attempt to analyze test results through a theoretically superior model that provided a generalized understanding of stabilized soil behavior. Therefore, this study concludes that using silica fume, eggshell ash, and lime can persistently alter the characteristics and improve the shear strength of the kaolinitic clay soil, which opens a way to economical and sustainable materials in improving the problematic soil.
610	2	0	_aFaculty of Civil Engineering Technology _xDissertations
650		0	_aUniversities and colleges _xDissertations
650		0	_aTheses _xDissertations
942			_2lcc _cTHESIS