Class Notes (1,100,000)
CA (620,000)
Carleton (20,000)
CIVE (90)
Lecture

CIVE 4307 Lecture Notes - Impeller, Water Hammer, Cavitation


Department
Civil Engineering
Course Code
CIVE 4307
Professor
David Farrell Mc Govern

This preview shows pages 1-2. to view the full 6 pages of the document.
Municipal Hydraulics Notes
General
Bouyancy: Uplift force = weight of displaced fluid
Newtonian Fluids: Fluids having negligible yield stress (no str when static) and a constant
viscosity
Uniform flow: no change in velocity with space (constant cross section)
SS flow: no change in velocity with time (constant discharge)
Continuity
Water considered incompressible, therefore cons. of mass becomes cons. of volume
Bernoulli:
E=z+P
ρg +V2
2g
ρliq=ρwaterSG
Forces
F=M ∆ v=ρQ ∆ v=PA
e.g.
Fx=P1A1x +P2A2xP3A3x=ρQ ∆ vx
Q¿=ve , Qout=+ve
Reynolds
Ratio of inertia to viscous force
= ρvD
μ=vD
γ
Laminar: Re<2000,
f=64
Turbulent: Re>4000, use Moody diagram
Friction
1

Only pages 1-2 are available for preview. Some parts have been intentionally blurred.

Municipal Hydraulics Notes
D-W:
Relative Roughness:
r=ε
D
Hydraulic Radius:
R=Area of water
Wetted Perimeter
, for fully flowing circular conduit,
D=4R
H-W:
v=kC R0.63 S0.54
where C: pipe characterstic, S: Hf/L, k: (metric:0.854,
imperial:1.318), R: Hydr. Radius
For pipes between 50-1850 mm, and v<3 m/s
Type I
Know: D, roughness
Calc Re and r
Find f from Moody
Solve D-W
Type II
Know: D, roughness, Hf
Calc relative roughness
Guess f
Find v using D-W
Calculate Re
Adjust estimate of f using
Moody
Iterate
Type III
Need: Pipe size
Assume f
Solve for D using D-W
Calc Re and relative
roughness
Adjust f using Moody
Iterate
Minor Losses
Hm=kv2
2g
Equivalent pipe length:
Le=KD
f
Orifice, based on velocity head:
Q=CdA
2gH
Cd is coeff of discharge,
0.6<Cd<0.95, H is headloss across orifice
2
You're Reading a Preview

Unlock to view full version