000			03209ntm a2200289 a 4500
001			vtls000098140
003			KUKTEM
005			20251117113336.0
008			161122s2016 my a f abm 000 0 eng d
020			_aTHE0000670(Local)
039		9	_a201905161630 _bnazirah _c201712131224 _dfateeha _y201611221530 _zsaini
040			_aUMP
090			_aFKASA .S25 2016 r Bc.
100	0		_aNur Salbiah Shamsudin
245	1	4	_aThe development of intensity duration frequency curves fitting constant at Kuantan River Basin / _cNur Salbiah Shamsudin
260			_aKuantan, Pahang : _bUMP, _c2016
300			_axv, 143 p. : _bill. (some col.) ; _c30 cm. + _e1 CD-ROM
500			_aFaculty of Civil Engineering and Earth Resources
502			_aProject Paper (Bachelors of Civil Engineering) -- Universiti Malaysia Pahang – 2016
504			_aBibliography : p. 92-94
520	3		_aChanging in climate is one of the main parameter that affecting the water resources as it affects the whole hydrologic cycle thus cause variation in rainfall intensity, duration and frequency of precipitation. The rainfall Intensity Duration Frequency (IDF) relationship is one of the tools that is commonly used in water resources engineering, either for planning, designing and operating the water resources project. The aims of this research is to develop the fittings constants based on the intensity duration frequency (IDF) curves for Kuantan River Basin. Two frequency analysis were used to develop the IDF curve from rainfall data along Kuantan River Basin. These techniques are: Log Normal Distribution and the Normal Distribution Function. These method is used to obtain the IDF curve for twelve durations (5, 10, 15, 30, 60, 180, 360, 720, 1440, 2880, 4320and 7200) minutes. This study used Annual Maximum Series data obtained from Department of Irrigation and Drainage (DID). It consists of 10 stations along Kuantan River Basin. Derived equations for calculating rainfall intensity for Kuantan River Basin was obtain by using two technique based on result obtained from IDF data. The estimation for fittings constants of IDF curve for different return periods was performed using empirical formula. The equations are Sherman Equation and Bernard Equation. These equations are used to computed the locality constants (a, b, c). The rainfall intensity value obtain from Sherman Equation is larger compare to the rainfall intensity from Bernard Equation which is the percentage different of Sherman Equation is 10% until 700% while the percentage different of Bernard Equation is 10% until 300%. This is because the reference station that is Station 3930012 (Sg. Lembing PCCL Mill) is located at the upstream and other station were located at the downstream of the river. Thus the intensity of downstream is lower compare to the intensity at the upper stream of the river.
610	2	0	_aFaculty of Civil Engineering and Earth Resources _xDissertations
650		0	_aUniversities and Colleges _xDissertations
650		0	_aTheses
856	4	0	_uhttp://ecollib.ump.edu.my/id/eprint/4076 _zAccess in library only
999			_aVIRTUA40 _c7047 _d7053
999			_aVTLSSORT0080*0200*0400*0900*1000*2450*2600*3000*5000*5020*5040*5200*6100*6500*6501*8560*9992