a. Find Q in [cfs] b. Draw the EGL and HGL for the system. Be precise when drawing so your graphs represent relevant aspects of the system, and label points of change. Assume a friction factor f= 0.02; Kentry = 0.5, kexit = 1.0 and that the pump is placed 100 ft down the line when measured from reservoir A, i.e, Axpump = 100 ft

Water resources engineering Please refer to the attached image. The new cat iron pipe carrying a flow of 0.3 ft3/s becomes divided at point B and rejoins at point C. The elevation at the reservior surface is 1300 feet. The elevation at point D is 560 feet. The pipe diameters and lengths are listed below. What is the pressure at point D? Neglect minor losses. Use the Darcy-Weisbach approach and assume fully turbulent flow. Verify this assumption for one of the pipes. If the assumption is not perfect, iteration is not necessary, just verify and comment. Pipe designation  Length (ft) Dia (in) 1 800 6 2 200 8 3 300 4 3 1200 12

3. Water is moving between two reservoirs at a flow rate of 0.08 m³/s via the pipes shown in the diagram (D₁ = 10 cm, D₂ = 20 cm). Assume both pipes have a roughness ks = 0.08 mm. If the difference in water surface elevation between the two reservoirs is 70 m and L₁ = 50 m, what is the length of the larger pipe (L2)? Further, what is the entrance length of pipe 1? For what fraction of the length of pipe 1 is flow fully developed? Include form losses due to pipe components (entrance, expansion, and exit) in your calculations. For more info on component losses, use Table 10.5 and 0 = 180°. Water T = 20°C D₁ D₂ 1₂2.

A town is planning to develop a new water supply from an aquifer. Two observation wells installed 1000 ft apart have respective head of 300 ft and 295 ft above a common datum. Within the aquifer, hydraulic conductivity (Kn) 25 ft/day. The aquifer has a mean width (w) = 2 miles and thickness (b) = 200 ft. Estimate the volumetric flow %3D %3D %3D rate through the aquifer in cubic feet per day. Well 1 h= 300 ft 1000 ft Well 2 h = 295 ft AQUIFER 200 ft suturation 2 miles

Water flows at a rate of 0.8 cumecs in a 900 m-long pipe with a total head loss of 4m.Solve for the pipe diameter in mm by, a.Manning's formula with n = 0.014; and (b) Hazen-Williams formula with C1 = 130.

(a) Using the Pipe flow graph (Appendix 2), obtain the discharge through the pipeline joining the two reservoirs as shown below. Pipe diameter (D) = 450 mm Pipe length (from A to B) L = 4600 m In addition, also calculate the pressure in the pipeline at Point C, which is 2600 m from reservoir A. A 7.25m C B ALI 3.55m

Water is being pumped at a steady rate of 500 gpm from a 12in diameter well. Thewell draws water from an unconfined aquifer. The height of water in the aquifer in the equilibrium statebefore pumping is 100ft, and the drawdown at the well at steady state pumping is 40ft. The hydraulicconductivity of the aquifer determined from a pump test is 0.02ft/min. Determine the radius of influence.

Hi, please could someone show me how U2 = 1.98m/s. This is the correct answer but i've tried a few methods and can't quite get there! Any notes on the method alongside calculation would be great :) The two pipes are parallel, Kexit =1 for pipe 1 and pipe 2, entry losses can be ignored.

Answer Question 6: the marked choice is the correct answer.

The three water-filled tanks shown are connected by pipes. Preliminary calculations and relevant experience with this scheme lead to estimated values of friction factor, f, as indicated in the figure. Neglect minor losses. a) Determine whether the intermediate reservoir Tank B receives water from Tank A or supplies water to Tank C. Show pertinent solution. b) Find the flow rate in each pipe. Elevation 60 m (A) Elevation = 20 m (B) Elevation - 0 (C) D = 0.08 m { = 200 m f = 0.020 (10) D = 0.10 m ( - 200 m f = 0.015 (3) 0.08 m 400 m f = 0.020