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020			_aTHE0009995 (Local) _qHardback
040			_aUMPSA _beng _cUMPSA _erda
090			_aFTKA .J86 2024 r Thesis
100	0		_aNg Jun Shen, _eauthor.
245	1	0	_aShear strength of soft clay reinforced with polyethylene terephthalate (pet) column / _cNg Jun Shen
264		1	_aKuantan, Pahang : _bUMPSA, _c2024
264		4	_c© 2024
300			_axiv , 281 pages : _bllustrations ; _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 (Master of Science) -- Universiti Malaysia Pahang Al-Sultan Abdullah – 2024
504			_aInclude bibliographical reference
520	3		_aThe unregulated usage of natural resources from years to years with the generation of waste has broughtsignificant adverse effects on the Earth. One ofthe recycling materials, Polyethylene Terephthalate (PET) plastic which can lead to environmental pollution has been seen increasing due to the large consumption of this material by humans. One of the sustainable methods to overcome the problem is to utilize the PET plastic in the geotechnical property enhancement of kaolin clay S300, where this soil is weak in termsof its engineering characteristic. For this research, the aim was to investigate the use of PET plastic as granular columns beneath the soft kaolin clay acting as a reinforcement for the improvement of soil settlement, acceleration of pore water dissipation and increaseof soil bearing capacity. The granular column construction was separated into two groups,which were single and group PET columns (consist of 3 columns). The specimens were tested in a small-scale laboratory model. Specifically, each group of PET column consists of two proposed diameters which are 10 mm and 16 mm. Before conducting the Unconfined Compression Test (UCT) and Unconsolidated Undrained (UU), the column parameters included the Area Replacement Ratio (Ac/As), Column Penetrating Ratio (Hc/Hs), Column Height to Column Diameter Ratio (Hc/Dc) and Volume Replacement Ratio (Vc/Vs) were first identified. From the total of 52 kaolin clay PET-reinforced specimens, each of the specimens had 50 mm diameter and 100 mm height with different PET column design while the unreinforced specimen was treated asa controlsample. From the UCT results, the single PET column, the column with 16 mmdiameter and 1.0 Hc/Hs or 10.24 Ac/As showed the largest shear strength improvement, which recorded 56.53%. For group PET columns, the largest shear strength improvementrecorded was 48.42% which had 12.00 Ac/As and 1.0 Hc/Hs. The UU test results which obtained from different confining pressures with 100kPa, 200kPa and 400kPa had shownthat the 200kPa recorded the maximum deviator stress improvement forsingle and groupcategory, recorded 94.48% and 86.21% respectively and these specimens were all had 0.8 Hc/Hs. For cohesion improvement, the trend was the same to previous shear strength parameters, 0.8 Hc/Hs for both single and group category showed the largest improvement,recorded 21.80% and 35.78% respectively while for friction angle improvement, the range was within 3.33 – 13.33% for single PET column and 4 – 10.67% for group PET columns.Coherent to that, the use of PET material had successfully proven this recycling material was a potential material for the substitution of non-renewable soil. The installation of single and group PET columns rectified the engineering properties of the kaolin clay soil by improving the shear strength parameters which was recorded in its unconfined compression stress, cohesion and soil friction angle. In short, the strength improvement of the kaolin clay soil resulted for the capability in withstanding the larger applied loads.
610	2	0	_aFaculty of Civil Engineering Technology _xDissertations
650		0	_aUniversities and colleges _xDissertations
650		0	_aTheses _xDissertations
942			_2lcc _cTHESIS