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005			20260817171028.0
008			251197 th eng
035			_a.b10105542
099		9	_aAIT Thesis no. 225
100	0		_aNamtip Rattapan
245	1	0	_aBangkok runoff hydrograph
260			_aBangkok : _bAsian Institute of Technology, _c1968
300			_a106 p.
490	1		_aThesis ; _vno. 225
500			_aA thesis submitted in partial fulfillment of the requirements for the degree of Master of Engineering in the Asian Institute of Technology, Bangkok, Thailand.
502			_aThesis (M.Eng.) - Asian Institute of Technology, 1968
520			_aA five-acre block of a hypothetical but typical residential area of Bangkok was selected as the drainage area for the purpose of calculating a peak inlet hydrograph. The design peak flow was computed using both the Chicago Hydrograph Method, and the Rational Method. The Chicago Hydrograph Method was adopted to develop a design storm pattern for Bangkok of 5 year frequency and 120 min. duration for application as an input to the drainage area. The drainage area was divided into strips to simplify calculation, and losses due to infiltration and depression storage in each strip were subtracted from the design storm to obtain the net supply of runoff. Detention due to overland flow in each strip was determined and applied to compute the flow rates at the end of a strip. The combination of these outflows from tributary strips were routed along a street gutter to a street inlet which fed a lateral sewer. By a simplified time-offset method, storm water in the lateral sewer was routed through its total length to compute-the inlet hydrograph for the typical drainage area. The peak of the inlet hydrograph was taken as the design runoff for determining the size of the lateral sewer. In the Rational Method, a five-year intensity-duration frequency curve for Bangkok was used to obtain the rainfall intensity for the time of concentration of the typical drainage area. Multiplication of the selected rainfall intensity by the estimated value of the runoff coefficient and the size of the typical drainage area resulted in a design runoff which was used to compute the size of the lateral sewer. The design peak flow obtained in the computations from the Chicago Hydrograph Method (29.04 ft^/sec or 0.822 m /sec )was 3 about 10 ft /sec (0.283 nr /sec) higher than that computed by the Rational Method (19.1 ft /sec or 0.541 m /sec). A lateral sewer size, approximately 6 in. larger would be required by the higher design flow rate. However, it was considered that some of the assumptions and estimations made in application of the Chicago Hydrograph Method, necessitated by a lack of experimental data, could be improved on with further measurements in the field.
650		0	_aRunoff _xThailand _xBangkok _xStatistical methods
700	1		_aPescod, M.B. _eChairperson
700	1		_aSchulz, E.F.
700	0		_aPichai Boonyakanjana,
700	1		_aArbhabhirama Anat,
810	2		_aAsian Institute of Technology. _tThesis ; _vno. 225
856			_3Full-Text _uhttp://203.159.5.9/ait-thesis/detail.php?q=B24616
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