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Conditions of flow
• In space– Uniform flow – no change in velocity, width,
depth with distance– Non-uniform flow – velocity, width, depth can
change (gradually varying, rapidly varying)
• In time– Steady flow – no change in flow with time– Unsteady flow – flow changes with time
Metrics of flow conditions
• Reynolds Number (Re) – ratio of inertial forces to viscous forces
Re = v R
where:v = average velocityR = “characteristic depth” (i.e. hydraulic radius) = kinematic viscosity
Re < 500 laminar flow500 < Re < 2000 transitionRe > 2000 turbulent flow
Metrics of flow conditions
• Froude Number (Fr) – ratio of inertial forces to gravity forces
Fr = v √g y
where:V = average velocityg = acceleration due to gravity (9.81m/sec2, 32.2 ft/sec2)y = flow depth
Fr < 1 subcritical flowFr = 1 critical flowFr > supercritical flow
Uniform Open Channel Flow
• Continuity equation• Resistance equations • Energy & momentum
equations
Connecticut River at East Haddam. Image Source: Franklin Academy
Continuity
Inflow – Outflow = Change in Storage
Inflow
1 2
A
A’
3
Section AA’
Outflow
3
Image source: Andy Ward
Continuity
Flow or Discharge (Q) = V x A
where: V = average flow velocity at cross
section (ft/sec, m/sec)A = cross sectional area (ft2, m2)
Section AA’
3
Image source: Andy Ward
Henri Emilie Bazin (1829-1917)
Henri Darcy (1803-1858)
Julius Ludwig Weisbach (1806-1871) Robert Manning (1816-1897)
Antoine Chezy(1718-1798)
Resistance
Manning’s equation
2132 SRn
49.1v
where:
v = velocity (ft/sec*)R = wetted cross-sectional area/perimeter (ft*)S = slope (ft/ft*)n = Manning’s roughness coefficient* 1.49 is conversion factor for English units, use 1 if v, R, and S are in SI units
Resistance
Darcy Weisbach equation
where: v = velocity (m/s)g = gravitational constant (9.81m/s2)R = wetted cross-sectional area/perimeter (m)S = slope (m/m)f = Darcy-Weisbach friction factor
f
gRSv
82
Application of resistance equations
• Roughness characterization• Discharge estimation• Flood reconstruction
1995 flood in Madison Co., Va.Image: Craig Kochel
Potential and Kinetic Energy in Open Channels
Total head (H) = Z + P/ + v2/2gBernoulli equation
Elevation above datum
Pressure of fluid column(P = gy = y)
Velocity head
y1y2