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**Unformatted text preview: **UNIVERSITY OF ALBERTA FINAL EXAM Civ E 331 — Applied Hydraulics April 2007 CLOSE BOOK. One formulae sheet provided. PERFORM ALL WORK ON EXAM SHEETS o . uestions related to this exam will be answered durin the exam! akean assumtions on need. ‘ (PRINT) (SIGNATURE) ID NUNIBER: CivE 331 Final Exam page 1 of 3 1. (a) Find the ﬂow in each pipeline and the pressure at node I. Assume that Hp = 70 - 700 Q2 and note the demand at junction] is Q] = 50 L/ s. The elevation of Reservoir A is 40 m, and
Reservoir B is 95 m. The elevation of the junction J is 50 m. The pipes are
Pipe 1: L1 = 70 111, D1 = 406 mm, and f = 0.015.
Pipe 2: L2 = 700 m, D2 = 305 mm and f = 0.015.
Pipe 3: L3 = 300 m, D3 = 305 mm and f = 0.015.
(b) If the pump can only be operated at 90% of its design speed, adjust the pump performance curve. (12 marks) P\=§§J:L 37.37 a“??? 6') 5R7]; 37,0‘, 123:1ng EMU“ “’6'” _ 1+0 + HP: 616 + 12‘ QC? (2432: +9369; 3L
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HP! 10%! = 70 ’700{ “1&0 CivE 331 Final Exam page 2 of 3 2. A triangular sill with a maximal height (hs) of 20 cm is placed in a horizontal channel. The ﬂow
rate in the channel is 40 L/ s, and the channel has a rectangular cross-section with a width b = 40 cm. (a) Find the water depth at the sill crest, and give the equation for solving M" the water depth at
the upstream (Y‘l) and downstream (y:) of the sill. (b) Assuming that y1 = 40 cm and Y2 = 5 cm, find the force acting on the sill. 493; (10 marks) a: 0‘06”) MA) Crctttd and 04 My” amt x/ \-
Ec¢tjb+rg520tl50 W) /(2:: CivE 331 Final Exam page 3 of 3 3. A lake discharges into a steep channel. At the channel entrance the lake level is 1.5 m above the
channel bottom. Neglecting losses, find the discharge for the following geometries:
(a) Rectangular section with a width of b = 3 m, ' (b) Trapezoidal section with a bottom width b = 3 m, and side slopes of 1:1.
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chock (Am/FM" 3/9"“; 0km!" F l \ CivE 331 Final Exam page 4 of 3 4. (a) Sanitary sewer design has the following requirements: Design ﬂow depth 0 8 O ' Maximum distance between manholes l 2 O m
Minimum depth of cover 2 \ 6 111; Minimum peaking factor 2 ‘5 For water distribution system design give the representative values for the following 0 Minimum operating pressure during peak hour 2 80 (kPa)
0 Minimum operating pressure during fire flow [ 40 (kPa)
O Smallest diameter local pipe l f E 0 (mm)
0 Per capita water consumption in the City of Edmonton a 00 (chd) (b) Given the data below, design section of sanitary sewer to carry these ﬂows. Manning n =
0.013. Make a profile drawing. To satisfy the minimum velocity requirement, you can
assume that the design ﬂow velocity is the same as the pipe full velocity, i.e. Vd = Vt.) manholes m L/s manholes m
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