International Journal of Advance Research, IJOAR.org ISSN

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1 International Journal of Advance Research, IJOAR.org 1 International Journal of Advance Research, IJOAR.org Volume 1, Issue 9, September 2013, Online: Coefficient Of Discharge For A Compound Weir Combined With Semi Circular Gate Prof. Dr. Saleh I. Khassaf, Assoc. Prof. Dr. Scott A. Yost, Hiba A. Abbas Author Details Prof. Dr. Saleh I. Khassaf, University of Kufa, Iraq, alkhssafmstafa@yahoo.com Assoc. Prof. Dr. Scott A. Yost, University of Kentucky, America, Yostsa@engr.uky.edu Hiba A. Abbas, University of Kuf, Iraq, hiba.abbas@uokufa.edu.iq KeyWords Combined device, compound weir, discharge coefficient, gate. ABSTRACT The commonly used cross sections of weirs are sharp crested rectangular, trapezoidal and triangular, however; the measurement accuracy of single sharp crested weir is abated in areas where flows exhibits great variability, i.e. the flow ranging from very low flow in dry conditions to very high flow in extreme rainfall events. In top of that, generally the weirs have the problem of accumulation the sedimentation in the weir pond, so to minimize the disadvantage of weirs, it can be merged with gates (which also have the problem of retaining the floating materials) in one device. The main objective of this study is to investigate the coefficient of discharge and the characteristics of the free flow for a compound weir (have rectangular notch over triangular notch with trapezoidal notch between them) and semi circular sluice gate of fixed dimensions. Fifteen combined device models were constructed and tested under various geometrical conditions and constant hydraulic conditions. The results show that C d increases as the hydraulic parameters (H/D, H 1 /D, H 2 /D, H 3 /D) and (W) increases, while the decreasing in C d values happen at increasing the parameters (Z & Y). The values of C d range from (0.358 to 0.426) with an average value of (0.392). A general expression were obtained to estimate C d for the combined device, the estimated values for C d from the equation plotted against the calculated values from the experimental data and it was found to be good.

2 International Journal of Advance Research, IJOAR.org 2 1 Introduction Accurate flow measurement is very important for proper and equitable distribution of water among water users. The structures used for flow measurement should be accurate, economical and easy to use, installation, operation and maintenance. There are different types of structures available for flow measurements, but the most common and important structures are weirs and sluice gates [1]. One of weirs demerits is they need to be cleaned of sediments and trash periodically, regarding to gates, they retained the floating materials, so to minimize the disadvantage of weirs and gates, they can be combined together in one device, so that water could pass over the weir and below the sluice gate simultaneously. The flow through combined devices may be free when both the flow over weir and below the gate are free, and it is termed submerged when the flow below the gate is submerged (the flow over the weir may or may not be submerged) [2]. Works dealing with the combined overflow and underflow as discharge measurement devices are available in (Escade 1938), (Charles 1956) and (Chow 1959), (Ahmed 1985) and (Naudascher 1991) as reported in [3]. Muller (1944) studied the scour due to combined flow and derived a formula for estimating the scour depth downstream the combined devices due to different ratios of overflows discharge to underflow discharge. Majcherek (1984) mentioned the idea of simultaneous flow over the weir and under the gate as reported in [2]. In (1996), Al-Hamid et al. [4] investigated a combined device models consisting of sharp crested rectangular contracted weir and an inverted triangular weir, they concluded that the channel bed slope has negligible effect on the discharge variation through the combined system and the angle of triangular gate has significant effect on the combined discharge and the bigger the angle, the larger the discharge resulted, also one equation was obtained from the experimental investigations that is suitable for both horizontal and sloping channel bed under submerged or free flow. Fadil (1997) developed a meter for the combined flow through contracted sluice gate and weir [5]. Samani and Mazaheri (2007) presented a new physically based approach for estimating the stage discharge relationship of combined flow over the weir and under the gate for semi submerged and fully submerged conditions [6]. Hayawi et al. (2008) studied the characteristics of the combined flow over a triangular weir with different angles and below a rectangular gate and proposed an equation for predicting the discharge coefficient through it. Sobeih et al. (2012) [7] investigated the influence of using openings in weirs on scour hole depth downstream of structure, this study was based on an experimental program included 171 runs. Recently, Ismail (2012) [8] investigated the characteristics of the combined flow over sharp crested trapezoidal weir and below rectangular sluice gate and studied the effect of the hydraulic and geometrical parameters on the coefficient of discharge and introduced two equations to evaluate it. In this paper, an experimental program using a combination of the compound weir (have rectangular notch over triangular notch with trapezoidal notch between them) and semi circular sluice gate has been done to investigate the coefficient of discharge for the combined device and the characteristics of the combined free flow that passes through it and a generalized equation from the experimental investigations was obtained, this equation include all the important variables. 2 Theoretical analysis Fig. (1) shows definition sketch for the combined free flow over a sharp crested compound weir and below a semi circular gate. a- Cross Section b- Longitudinal Section Fig. (1) : Definition Sketch For the Combined Hydraulic Measuring Device Q theo is the total free combined theoretical discharge through the combined device which is calculated as follows : Q theo = Q wtheo + Q gtheo (1) Where : Q wtheo : theoretical discharge over the compound weir. Q gtheo : theoretical discharge through the gate.

3 3 Q wtheo = 8/15 (2g) ½ tan (H 3 5/2 - H 2 5/2 ) + (2g) ½ W 1 H 1 + (2g) ½ W (H 2 - H 1 ) + (8/15) (2g)½ tan 1 (H 2 5/2 - H 1 5/2 ) (2) Q gtheo = D 2 (2gH) ½ (3) Where : g : the gravitational acceleration. Q : the triangular weir angle. H : total head. Q 1 : the angle of the crest of the compound weir. H 1, H 2, H 3 : height of water above the first, second and third notches of the compound weir. W 1 : width of first notch of the compound weir. W : width of second and third notch of the compound weir. D : the diameter of the gate opening. The actual total discharge can be predict as follows : Q act = C d Q theo (4) Where : Q act : total free combined actual discharge. C d : coefficient of discharge for the combined device. Q act = C d [8/15 (2g) ½ tan (H 3 5/2 - H 2 5/2 ) + (2g) ½ W 1 H 1 + (2g) ½ W (H 2 - H 1 ) + (8/15) (2g)½ tan 1 (H 2 5/2 - H 1 5/2 ) + D 2 (2gH) ½ ] (5) The discharge (Q act ) can be expressed by the following non dimensional relationship : Q act = (H, H 1, H 2, H 3, Z, Y, D, B, W 1, W, X, S, g,,, ) (6) Where : Z : height of the second notch of the compound weir. Y : the distance between the lower edge of weir crest and the gate top. B : width of the flume. X : height of the crest. S : slope of bed flume. : density of the water. : dynamic viscosity. : surface tension. Based on equation (6) and by using Buckingham - theorem, the following function obtains : Q act g ½ H 2.5 = (H/D, H 1 /D, H 2 /D, H 3 /D, Z/D, W/B, Y/D, R e, W e ) (7) The effect of Reynolds number and Weber number is assumed to be negligible for the combined device except at very low head. 3 Experimental set- up Experiments on the combined device were carried out in a glass fiber molded in stainless steel stiffeners sided flume and the bed of the flume made of stainless steel plates. The flume is 18.6 m long with cross section (0.5 m wide by 0.5 m depth). The water depths were measured by two movable point gages having accuracy up to ± 0.1 mm and mounted on two carriages that can move to any position above the working section (15 m).the actual discharge entering the combined device was measured by a pre calibrated V-notch weir installed at the outlet of the inlet tank. The inlet tank connected with pipes to underground reservoir which supply water to the tank by centrifugal pump. The is equipped with a tail gate mounted at the end of the flume to control and adjust flow depths. All the experiments were conducted in the Hydraulic Laboratory of Al Najaf Technical Institute Civil Techniques Department. Fig. (2) shows the flume that used to conduct the experiments. Fig. (2) : The flume that used to conduct the experiments

4 4 Fifteen models with different geometries combination were tested. Details of the tested models are given in table (1). The models were fabricated of 3 mm Plexiglas sheet with all interior edges beveled to 2 mm thickness. The models were fixed to the flume at the middle using support from downstream side having the same shape of the model but with large dimensions and made from stainless steel plate (10 mm thick) stuck to the flume side walls using silicon rubber to ensure no leakage from the sides of the models. Table (1): Details of Tested Combined Device Model no. W 1 (cm) W (cm) Y (cm) Z (cm) D (cm) D/2 (cm) X (cm) Analysis of Results 4.1 Variation of C d with the hydraulic parameters The effect of the hydraulic parameters (H/D, H 1 /D, H 2 /D, H 3 /D) on the C d are shown in figures (3), (4), (5), (6). From these figures, it can be concluded that the values of coefficient of discharge C d (which can be obtained from equation (4)) increases as the hydraulic parameters increase at constant values for (Z/D, W/B & Y/D). Fig. (3) : The effect of (H/D) on C d

5 5 Fig. (4) : The effect of (H 1 /D) on C d Fig. (5) : The effect of (H 2 /D) on C d Fig. (6) : The effect of (H 3 /D) on C d

6 6 4.2 Variation of C d with Z/D The influence of the third notch height (Z) on the C d value has been investigated by using three different heights for (Z) (6, 9, 11) cm for specific distance between the lower edge of weir crest and the gate top (Y) as shown in figures (7) & (8). From the figures, it is clear that when the value of (Z) increases then the value of C d decreases. Fig. (7) : The effect of (Z) on C d with Y/D=0.462 Fig. (8) : The effect of (Z) on C d with Y/D= Variation of C d with W/B The influence of the third notch width (W) on the C d value has been studied by using three different widths for (W) (6, 9, 11) cm for constant crest height (X=1 cm) as shown in Fig. (9), this figure clarify that for constant value of (X) and with increasing the value of (W) then the value of C d also increases. Fig. (9) : The effect of (W) on C d with constant value of X=1 cm 4.4 Variation of C d with Y/D The distance (Y) has been studied by using nine models and change the value of (Y) three times (6, 9, 11) cm for different values for (Z) (6, 9, 11) cm and the other geometric parameters are kept constant. Figures (10), (11), (12) show that for the same value of (Z) and increasing the value of (Y) causes decreasing in the value of C d. Fig. (10) : The effect of (Y) on C d with Z/D=0.462 Fig. (11) : The effect of (Y) on C d with Z/D=0.692

7 7 4.5 Development a new formula Fig. (12) : The effect of (Y) on C d with Z/D=0.846 A general non dimensional equation for predicting the coefficient of discharge for the combined device can therefore be written as : C d = C 1 *(H/D) + C 2 *(H 1 /D) + C 3 *(H 2 /D) + C 4 *(H 3 /D) +C 5 *(Z/D) + C 6 *(W/B) + C 7 *(Y/D) (8) By using the computer package (STATISTICA) (multiple linear regression), the values of the constants C 1 to C 7 are found : C 1 = C 2 = C 3 = C 4 = C 5 = C 6 = C 7 = Then equation (8) become : C d = 0.752*(H/D) *(H 1 /D) *(H 2 /D) 0.717*(H 3 /D) 0.075*(Z/D) *(W/B) 0.823*(Y/D) (9) R 2 = 0.97 Where : R 2 : the coefficient of determination. 4.6 Variation of experimentally observed values of C d and predicted values by equation (9) is shown in Fig. (13), which shows a good agreement. Fig. (13) : Relationship between calculated and observed values of C d

8 8 5 Conclusions Based on the analysis of experimental study on the free flow through the combined hydraulic measuring device, the following conclusions are withdrawn: 1- At increasing the hydraulic parameters (H/D, H 1 /D, H 2 /D,H 3 /D), then the coefficient of discharge C d increase as well, and the values of C d range from (0.358 to 0.426) with an average value (0.392). 2- For the same distance between the lower edge of weir crest and the gate top (Y), the coefficient of discharge decreasing C d at increasing (Z). 3- As the width of the third notch of the compound weir (W) increasing for constant value of crest height (X), then the coefficient of discharge also increasing. 4- The coefficient of discharge decreasing with increasing the distance between the lower edge of weir crest and gate top (Y). 5- Non dimensional equation (9) were applied to estimate the coefficient of discharge C d in relationship include the parameters (H/D, H 1 /D, H 2 /D, H 3 /D, Z/D, W/B, Y/D) and agreed well with the experimental data. 6 List Of Notations B : Width of the flume (L). C d : Coefficient of discharge ( - ). D : The diameter of the gate opening (L). g : The gravitational acceleration (LT -2 ). H : Total head (L). H 1, H 2, H 3 : height of water above the first, second and third notches of the compound weir (L). Q : The triangular weir angle ( - ). Q 1 : The angle of the crest ( - ). Q act : free combined actual discharge (L 3 T -1 ). Q gtheo : Theoretical discharge through the gate (L 3 T -1 ). Q theo : free combined theoretical discharge (L 3 T -1 ). Q wtheo : Theoretical discharge over the compound weir (L 3 T -1 ). Re : Reynolds's number ( - ). S : Slope of bed flume ( - ). W : Width of the second and the third step of the compound weir (L). W 1 : Width of the first step of the compound weir (L). We : Weber number ( - ). X : Height of the crest (L). Y : The distance between the lower edge of weir crest and the gate top (L). Z : Height of the second step of the compound weir (L). : Dynamic viscosity (ML -1 T -1 ). : Density of the water (ML -3 ). : Surface tension (MT -2 ). References [1] Piratheepan, M., Winston, N. E. F., Pathirana, K. P. P., (2006), " Discharge Measurement in Open Channels Using Compound Sharp Crested Weirs ", Journal of the Institution of Engineers, Sri Lanka, Engineer Vol. XXXX, No. 03, pp [2] Mahboubeh, S., Nasser, T., Dehghani, A. A., Abdoul Rasoul, T., Reza, R. G., (2011), " Experimental Investigation o f the Effect of Contraction on Scouring in Downstream of Combined Flow Over Weirs and Below Gates ", 5 th SASTech, Khavaran Higher education Institute, Mashhad, Iran [3] Negm, A. M., Al-Brahim, A. M., Al-Hamid, A. A., (2002), " Combined Free Flow Over Weirs and Below Gates ", Journal of Hydraulic Research, Vol. 40, No. 3, pp [4] Al-Hamid, A. A., Husain, D., Negm, A. M., (1996), " Discharge Equation For Simultaneous Flow Over Rectangular Weirs and Below Inverted Triangular Weirs ", Arab Gulf J. Scient. Res., 14 (3), pp [5] Hayawi, H. A. M., Yahia, A. A. G., Hayawi, G. A. M., (2008), " Free Combined Flow Over a Triangular Weir and Under Rectangular Gate ", Damascus Univ. Journal, Vol. 24, No. 1 [6] Dehghani, A. A., Bashiri, H., Dehghani, N., (2010), " Downstream Scour of Combined Flow Over Weirs and Below Gates ", River Flow Dittrich, Koll, Aberle & Geisenhainer (eds) [7] Sobeih, M. F., Helal, E. Y., Nassralla, T. H., Abdelaziz, A. A., (2012), " Scour Depth Downstream Weir With Openings ", International Journal of Civil and Structural Engineering, Vol. 3, No. 1, pp [8] Ismail, M. H., (2012), " Experimental Investigation For Flow Through Combined Structure Weir and Gate ", Thesis Submitted to the College Of Engineering, Kufa University