AN OVERVIEW OF SLUICE GATE USED IN CANAL OR RIVER.

Transcription

1 AN OVERVIEW OF SLUIE GATE USED IN ANAL OR RIVER. Mohamma Faisal Khan Research Scholar, OPJS Universit, huru, Rajastan (Inia) ABSTRAT A civil Hraulic-Structure Engineer alwas think about to esign a sluice gates which have better ischarge, proper ivert flow with relate to water epth. Sluice gates are tpicall installe in open channels such as streams to etermine ischarge (flow rate) an to ivert flow; the basic principle is that ischarge is irectl relate to the water epth. Sluice gates are extensivel use in hraulic structures to control the flow epth an ischarge. In this paper we are stuing about sluice gate an its application in canal or river. Ke wors: Q, g,, a, L,, c,k, I. INTRODUTION A sluice is a water channel that is controlle at its hea b a gate (from the Dutch wor 'sluis'). For example, a millrace is a sluice that channels water towar a water mill. The terms "sluice gate", "knife gate", an "slie gate" are use interchangeabl in the water/wastewater control inustr. A sluice gate is traitionall a wooen or metal plate that slies in grooves in the sies of the channel. Sluice gates are commonl use to control water levels an flow rates in rivers an canals. The are also use in wastewater treatment plants an to recover minerals in mining operations, an in watermills. Sluice gates are also use as flow iversion an flow measuring evices in irrigation. Among the various factors influencing the ischarge characteristics of the sluice gates, alignment is an important one. II. GATES USED IN ANAL OR RIVERS Base on alignment, sluice gates are classifie as: (i) (ii) (iii) Normal sluice gates Sie sluice gates Skew sluice gates 663 P a g e

2 . Normal Sluice Gate The conventional sluice gate ischarge equation is written a s: Q al g (.) Where a = gate opening Henr (950) gave versus /a curves with t /a as thir parameter, where t = tail water epth. Swamee (99) gave the following equations for Henr s (950) curves for free an submerge flow respectivel: 0.07 a 0.6 5a (.) t t a a a t (.3) 0. In theor, the sluice flow rate formula can be accuratel obtaine if the contraction coefficient is known (Henerson, 966). The most common flo w rate expression makes use of the conservation of energ, mass an momentum in the sluice gate - hraulic jump flow. This proceure iels the follo wing equation: Q.. a L g a is the gate opening, L is the gate with an is the upstream water level. In this context, the ischarge coefficient is given b two equations (one for each flo w conition), functions of the contraction coefficient c,l, an, for the submerge conition, the o wnstream water level 3 : Free flo w: c 664 P a g e

3 Submerge flo w: c Where. c L ( ) an 3 Unfortunatel, the contraction coefficient varies with the amount of gate opening, shape of the gate lip, upstream water epth, gate tpe an so forth (Lin et al., 00). Thus, it is ver ifficult to kno w its true value for all operating conitions in practice. That is wh there are other approaches that combine some theoretical an some practical knowlege in orer to simplif the task.. Sie Sluice Gate Pana (984) stuie velocit istribution an water surfa ce profile in main an sie channels uner free an sub merge flow conitions. The sluice gate ischarge equation was given as: Q al g 0 a (.4) Tanwar (984) obtaine experimental curves for which are similar to Henr s (950) curves. Hager an Volkart (986) propose the following equation for ischarge variation along the rectangular sie sluice gate in a prismatic rectangular channel of small slope: 665 P a g e

4 0.5 Q g ae X 34E 3 (.5) Using the concept of elementar ischarge coefficient, e, Swamee et al (993) gave the follo wing equations for free an submerge flow respectivel: e 0.6 a 0.6 5a (.6) e t 0.6.5t a a a t (.7) 0..3 Skew Sluice Gate Mansoor (999) conucte a vast number of tests in a concrete channel in Roorkee an propose an equation for the elementar ischarge coefficient for skew sluice gate, over a big range of h/w fro m zero to infinit. His equation is vali for angles 0 to 90 of skew sluice gates. Using the sluice gate constants liste in tab le, the follo wing equations were obtaine involving ɵ ( in raian ) K 4 = +.068ɵ. 8 K 5 = ɵ 4. 3 K 6 = ɵ K 7 = ɵ. 7 K 8 = ɵ 6. 3 K 9 = ɵ K ( ) P a g e

5 III. ONLUSION Lot of works has been carrie out b various investigators on normal an sie sluice gates an suitable relationships for ischarge coefficient have been presente b them in literature for estimating flow rate in open channels. Other non conventional shapes of sluice gates were also trie b few investigators for special uses. It is foun that scant almost no work has been presente b an investigator on skew sluice gates. Thus nee was felt to carr out etail stu of skew sluice gates an to evelop empirical relationship for ischarge coefficient as well as flow rate in terms of flow an geo metrical parameters of sluice gates. REFERENE. Aichel, O.G. (953) Discharge ratio for oblique weirs. (in German) Zeitschrift es Verenins Deutscher Ingenieure, 95(), Ansar V. Discussion of Simultaneous flo w over an uner a gate b Ferro V. Journal of Irrigation an Drainage Engineering, 7(5):35 36, Arno T. lenz, (943) Viscosit an surface Tension effect on V -notch Weir oefficient, Transaction, ASE, Vol 08, paper no. 95,pp Bautista E. an lemmens. A. J. Response of ASE Task ommittee Test ases to open-loop control measures. Journal of Irrigation an Drainage Engineering, 5(4):79 88, Borghei S.M Discharge oefficient of Oblique Sharp reste Weir. Proceeings of 6 th ongress of IAHR Hro 000, Lonon, 995,, Borghei S.M. an jalili (003) Oblique Rectangular Sharp reste Weirs Water & Maritime Engg. 56, WM. 7. EMAGREF. Simulation of Irrigation anals (SI) version 4.08: user s guie & theoretical concepts, Feb heong. H.F. (99) Discharge oefficient of lateral Diversion from Trapezoial hannel, Journal of Irrigation an Drainage Engineering, Vol. 7, No.4, 99. (pp ) 9. liffor D. Smith an Wen S. Liang, (969) Triangular Boar rest weir 0. De Marchi, G, (996) Essa on the performance of Lateral Weirs, Proceeing of the Institution of ivil engineering, Lanon, Englan, Vol., Nov. (pp ) 667 P a g e