QUESTIONS

  1. What is the difference between flow depth d and hydraulic depth D?

    The flow depth d is the distance from the water surface to the channel bottom. It has particular application to trapezoidal or rectangular channels, where it is a constant. The hydraulic depth D is the ratio of flow area A to top width T. In a rectangular hydraulically wide channel, d and D are approximately the same.

  2. Is unsteady uniform flow possible? Why not?

    Unsteady uniform flow does not exist in nature, because the flow cannot be uniform and unsteady at the same time. The word "unsteady" implies nonequilibrium; thus, unsteady equilibrium flow does not exist.

  3. What four forces are acting in the momentum balance in open-channel flow?

    In general, four forces are active in a control volume in open-channel flow. These forces are due to friction, gravity, the pressure (flow depth) gradient, and inertia.

  4. What is a kinematic wave?

    Kinematic waves are those where the momentum balance is expressed in terms of the frictional and gravitational forces only.

  5. What is a dynamic wave according to Lagrange?

    According to Lagrange, dynamic waves are those where the momentum balance is expressed in terms of the pressure-gradient and inertial forces only.

  6. What is the Froude number?

    The Froude number is the ratio of mean velocity u to the relative celerity of dynamic waves w = (gD)1/2.

  7. What is the Vedernikov number?

    The Vedernikov number is the ratio of the relative celerity of kinematic waves v = (β - 1)u to the relative celerity of dynamic waves w = (gD)1/2.

  8. What is neutrally stable flow?

    Under neutrally stable flow, the relative kinematic wave celerity v is equal to the relative dynamic wave celerity w and, therefore, surface waves (perturbations) neither attenuate nor amplify.

  9. What is the normal range in the exponent β of the discharge-flow area rating in open-channel and free-surface flow?

    The value of β varies with the type of friction regime (laminar, transitional, or turbulent; and turbulent Manning or Chezy) and cross-sectional shape. For laminar flow, β = 3. For turbulent flow, under Manning friction: 1 ≤ β ≤ 5/3, depending on the shape of the cross section. For turbulent flow, under Chezy friction: 1 ≤ β ≤ 3/2, depending on the shape of the cross section.

  10. What type of friction is described by β = 2?

    Mixed laminar-turbulent (75% turbulent Manning), hydraulically wide.

  11. For what condition can the value of β be less than 1?

    For a circular culvert flowing nearly full, β may actually attain values less than 1.

  12. What is the Reynolds number?

    The Reynolds number is the ratio of diffusivity uoRo to kinematic viscosity ν.

  13. What is the commonly estimated range of Reynolds numbers for the transitional regime in open-channel flow?

    Transitional flow occurs in the intermediate range: 500 < R ≤ 2000.

  14. What is the dimensionless wavenumber?

    The dimensionless wavenumber is the ratio of hydraulic diffusivity and wave diffusivity.

  15. Do kinematic waves attenuate?

    Wave attenuation in a kinematic wave is theoretically zero.

  16. Do dynamic waves attenuate?

    Wave attenuation in a dynamic wave is theoretically zero.

  17. Do mixed kinematic-dynamic waves attenuate?

    Yes.

  18. Which type of open-channel flow wave attenuates the most?

    Mixed kinematic-dynamic waves.

  19. For what value of dimensionless wavenumber is the attenuation rate of mixed kinematic-dynamic waves a maximum?

    The attenuation rate is a maximum at the point of inflexion of the dimensionless celerity vs dimensionless wave number function.

  20. What is the dimensionless relative kinematic wave celerity under Chezy friction for a hydraulically wide channel?

    0.5.

  21. What is the characteristic reach length?

    The characteristic reach length is the length of channel in which the equilibrium flow drops a head equal to its depth.

  22. What is the hydraulic diffusivity?

    The hydraulic diffusivity is the product of half of the velocity times the characteristic reach length.

  23. For what value of channel slope is the hydraulic diffusivity a maximum?

    For channel slope equal to zero i.e., for a horizontal channel.

  24. What is the dynamic hydraulic diffusivity?

    The dynamic hydraulic diffusivity is the product of the hydraulic diffusivity times (1 - V 2), where V is the Vedernikov number.

  25. Under what flow condition does the dynamic hydraulic diffusivity vanish?

    The dynamic hydraulic diffusivity vanishes for V = 1.

  26. In hydraulic engineering practice, what does the term "dynamic wave" commonly refer to?

    In hydraulic engineering practice, the mixed kinematic-dynamic wave, which includes all the terms in the momentum equation--friction, gravity, pressure gradient, and inertia--is commonly referred to as "dynamic wave."

  27. What is the modified Darcy-Weisbach formula, applicable to open-channel flow?

    S = f F 2

  28. What is the typical range of Darcy-Weisbach friction factor f in the turbulent range?

    0.016 < f ≤ 0.036.

  29. What is the typical range of the modified Darcy-Weisbach friction factor f in the turbulent range?

    0.002 < f ≤ 0.0045.

  30. Is there a theoretical upper limit to the Froude number? How can it be calculated?

    About 25 to 30. It can be calculated by assumming a maximum value of slope S and a minimum value of f.

PROBLEMS

  1. Derive the expression for the angle θ in a circular channel (culvert) as a function of flow depth y and diameter D, where D = 2r (Fig. 1-14).

    Definition sketch for a circular channel

    Fig. 1-14  Definition sketch for a circular channel.

    cos [θ/2] = (r - y ) / r

    θ = 2 cos-1 [(r - y ) / r ]

    θ = 2 cos-1 [(1 - (y/r ) ]

    θ = 2 cos-1 [(1 - 2 (y/D ) ]

  2. Show that the maximum discharge in a circular channel (Fig. 1-14) is attained at y = 0.94 D. Use ONLINE CHANNEL 03. Explain the reason for this behavior.

    Use ONLINE CHANNEL 03 with any suitable data. From instance: D = 1 m; S = 0.01; n = 0.025. Vary y between 0.9 and 0.99.

    The maximum discharge Q = 2.232 m3/s is attained at y / D = 0.94.

    The discharge is directly proportional to the flow area and inversely proportional to the wetted perimeter. As y increases from 0.9 to 0.99, the wetted perimeter eventually increases at a faster rate than the area, reducing the discharge. At y / D = 0.94, the discharge is a maximum.

  3. Derive the formula for flow area A, wetted perimeter P, and top width T for a trapezoidal channel, in terms of flow depth y, bottom width b and side slope  z H: 1 V (Fig. 1-15).

    Definition sketch for a rectangular channel.

    Fig. 1-15  Definition sketch for a rectangular channel.

    A = 0.5 (b + b + 2zy) y = (b + zy) y

    P = b + 2 y (1 + z 2)1/2

    T = b + 2zy

  4. Assume a trapezoidal channel of flow depth y, bottom width b, and size slope  z H: 1 V (Fig. 1-15). For a given z, derive an expression for the width-to-depth ratio b/y as a function of α, the ratio of hydraulic depth D to flow depth y . With z = 1 and α = 0.99, what is the value of b/y?

    α = D / y

    D = A / T

    D = [( b + zy ) y ] / (b + 2zy )

    α = D / y = ( b + zy ) / (b + 2zy )

    α = [(b/y) + z ] / [(b/y) + 2z ]

    b / y = z (1 - 2 α) / (α - 1)

    For z = 1, and α = 0.99:   b / y = 98 m.

  5. Calculate the dimensionless relative kinematic wave celerity under Manning friction for a hydraulically wide channel.

    Q = (1/n) A R 2/3 S 1/2

    Q = (1/n) A A 2/3 S 1/2 / P 2/3

    Since the channel is hydraulically wide, the wetted perimeter is a constant.

    Q = (1/n) P - 2/3 S 1/2 A 5/3

    Q = α A β

    β = 5/3

    The dimensionless relative kinematic wave celerity is: β - 1 = 2/3.

  6. What is the value of β for a hydraulically wide channel at Froude number F = 1.8 and Vedernikov number V = 0.9?

    β = 1 - (V / F) = 1 - (0.9 / 1.8) = 0.5

  7. A hydraulically wide channel has flow depth = 1 m, and flow velocity = 1.5 m/s. Calculate the Froude number. Confirm with ONLINE FROUDE.

    V = u / (gh)1/2 = 1.5 / (9.806 × 1)1/2 = 0.479

    Using ONLINE FROUDE:  V = 0.479

  8. A hydraulically wide channel has an exponent of the rating β = 1.6. The flow depth is 1 m, and the flow velocity 1.5 m/s. Calculate the Vedernikov number. Confirm with ONLINE VEDERNIKOV.

    V = (β - 1) u / (gh)1/2 = [ (1.6 - 1) × 1.5 ] / (9.806 × 1)1/2 = 0.287

    Using ONLINE VEDERNIKOV:  V = 0.287

  9. Given a hydraulically wide channel with Manning friction, and mean velocity u = 1 m/s, flow depth d = 1 m, and bottom slope S = 0.001. Determine the kinematic and dynamic hydraulic diffusivities.

    β = 5/3

    νk = q / (2 So ) = uh / (2 So ) = (1 × 1 ) / (2 × 0.001) = 500 m2/s

    V = (β - 1) u / (gh)1/2 = [ (2/3) (1) ] / (9.806 × 1)1/2 = 0.2129

    νd = νk ( 1 - V 2 ) = 500 [1 - (0.2129)2 ] = 477.3 m2/s

  10. Given a hydraulically wide channel with Chezy friction, and flow depth d = 1 m. What mean velocity will make the dynamic hydraulic diffusivity vanish?

    β = 1.5

    V = (β - 1) u / (gh)1/2 = 1

    u = (gh)1/2 / (β - 1) = (9.806 × 1)1/2 / (0.5) = 6.263 m/s

  11. According to the Blasius formula, what is the Reynolds number R corresponding to a Darcy-Weisbach friction factor f = 0.03?

    Using Eq. 1-25:  R = 3053.

  12. According to the Prandt-von Karman formula, what is the Reynolds number R corresponding to a Darcy-Weisbach friction factor f = 0.03?

    Using Eq. 1-27:  R = 2807.

  13. A WES spillway downstream slope is 0.6 H to 1 V. The Darcy-Weisbach friction factor is f = 0.03. Calculate the maximum possible Froude number for these conditions.

    S = 1 / 0.6 = 1.6667

    f = 0.03 / 8 = 0.00375

    F = (S / f )1/2 = 21.08

  14. Assuming a maximum possible Froude number F = 25, calculate the value of β that will assure neutrally stable flow.

    V = (β - 1) u / (gh)1/2 = (β - 1) F = 1

    β - 1 = 0.04

    β = 1.04

  15. A prismatic channel is flowing close to critical flow. The bottom slope is S = 0.004. What is the value of the Darcy-Weisbach's modified friction factor f?

    f = S / F 2

    F 2 ≅ 1

    f ≅ 0.004

http://openchannelhydraulics.sdsu.edu
140819 09:30

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