The outflow rate (O) and storage (S) for the emergency spillway are linearly related as O = S/10,000. Where, O and S are respectively in m3/s and m3 . Based on the assumption that at the beginning (i.e., time = 0.0 hour), the storage, the inflow rate, and the outflow rate are all e

PROBLEM 1 The total discharge in the system below is 15.5 cfs and the head loss from B to C is 24 ft. Using n = 0.011 for all pipes, determine the following: (a) flow rate Q2 (cfs) through pipe 2, (b) flow rate Q3 (cfs) through pipe 3, (c) flow rate Qa (cfs) through pipe 4, (d) head loss hu (ft) in pipe 1, and (e) head loss his (ft) in pipe 5. 2000 ft 12 in 3000 ft 1500 ft 4000 ft 30 in 10 in 24 in A B 2500 ft 15 in

A reservoir is fitted with a pump discharging into the open air at point B. The pressure at section A is considered to be under a vacuum of 10 inHg ad the discharge rate is given at 3 ft/sec. Determine the total head for this system with the datum elevation at the base of the reservoir. 10-in-diameter 8-in-diameter suction pipe discharge pipe 40 ft Pump 15 ft 25 ft O 81.15 ft O 92.45 ft O 71.33 ft O 120.71 ft

Hydraulics question

Reservoirs A, B and C are connected by pipelines 1, 2 and 3 respectively which meets at the junction D. The elevation of reservoir A s 300 m, while that of C Is 277 m. Reservoir B is higher than reservoir A. The rate of flow out of reservoir B is 560 liters/sec. Compute the elevation of Reservoir B in m Pipe 1 (D=900 mm; L=1500 m; f=0.0208) Pipe 2 (D=600 mm; L=450 m; f=0.0168) Pipe 3 (D=450 mm; L=1200 m; f=0.0175)   Round your answer to 3 decimal places.

The three reservoirs, A, B and C are connected by pipelines A, B and C respectively which meets at the junction X. The elevation of reservoir A is equal to 300 m while that of B is 285 m. The discharge flowing out of reservoir A is 1.4 cu.m/sec. (Pipes, Diameter, Length, Friction factor "f")A, 800 mm, 1500 m, 0.0157B, 600 mm, 450 m, 0.0162C, 450 mm, 1200 m, 0.0177 (a) Compute the rate of flow in reservoir B in cu.m/sec.  (b) Compute the rate of flow in reservoir C in cu.m/sec.  (c) Compute the elevation of Reservoir C in meters.

A 7350 m long, 1050 mm concrete pipeline connects an upstream reservoir (watersurface elevation 433.3 m) to a downstream reservoir (water surface elevation 423.1 m). Adischarge valve at the downstream end is used to control flow; when this valve is fully open,the measured discharge in the pipeline is 920 L/s under the naturally available head difference.(a) Assuming fully developed turbulent flow and that all other local losses are negligible,estimate the loss coefficient k for the fully open valve (assume f = 0.015).(b) Because of increasing urban development, the flow under the natural head difference isconsidered to be inadequate and it is proposed to increase this flow with pumping. The head-capacity curve for the pump can be approximated by the equation H = 8 – 3.5Q2 in which H isthe total dynamic head on the pump (in m) and Q is the discharge (in m3/s). What is thedischarge that can now be obtained from the system where the pump is installed at a cross-section of the pipeline?

Two water pumps are arranged in series. The performance data for both pumps follow the parabolic curve fit Havailable = H0 − aV.2 . For pump 1, H0 = 6.33 m and coefficient a = 0.0633 m/(Lpm)2 ; for pump 2, H0 = 9.25 m and coefficient a = 0.0472 m/(Lpm)2 . In either case, the units of net pump head H are m, and the units of capacity V. are Lpm. Calculate the combined shutoff head and free delivery of the two pumps working together in series. At what volume flow rate should pump 1 be shut off and bypassed? Explain.

2. Reservoir A, B, and C are connected by pipelines 1, 2, and 3 respectively which meets at the junction x. the elevation of reservoir A is 300 m, reservoir B is 302. 5 m, ad reservoir C is 277 m. A) Compute the flow rate at reservoir A B) Compute the flow rate at reservoir B C) Compute the reservoir C VEL 300 m Qa=0.19326 m³/s Qb = 0.3476 m/s (giver) Qc = 0.5408 m/s LEL 302.5 m VEL 277 m Pipe 1 2 3 0.0208 0.0168 0.0175 diameter (mm) 900 600 450 Length (m ) 800 1200 1000

Problem 1: A constant head tank delivers water through a uniform pipeline to a tank, at a lower level from which the water discharges over a rectangular weir. If pipeline length 20 m, diameter 100 mm, roughness size 0.2 mm, length of weir crest 0.25 m, calculate the steady discharge and head over the weir crest. (take Cd = 0.6) %3D H.