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Channel Routing

Channel Routing. Simulate the movement of water through a channel Used to predict the magnitudes, volumes, and temporal patterns of the flow (often a flood wave) as it translates down a channel. 2 types of routing : hydrologic and hydraulic.

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Channel Routing

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  1. Channel Routing • Simulate the movement of water through a channel • Used to predict the magnitudes, volumes, and temporal patterns of the flow (often a flood wave) as it translates down a channel. • 2 types of routing : hydrologic and hydraulic. • both of these methods use some form of the continuity equation. Continuity equation Hydrologic Routing Hydraulic Routing Momentum Equation Presented by Dennis Johnson COMET Hydromet 99-2 Monday, 28 June 1999

  2. Continuity Equation Continuity equation Hydrologic Routing Hydraulic Routing Momentum Equation • The change in storage (dS) equals the difference between inflow (I) and outflow (O) or : • For open channel flow, the continuity equation is also often written as : A = the cross-sectional area, Q = channel flow, and q = lateral inflow

  3. Hydrologic Routing Continuity equation Hydrologic Routing Hydraulic Routing Momentum Equation • Methods combine the continuity equation with some relationship between storage, outflow, and possibly inflow. • These relationships are usually assumed, empirical, or analytical in nature. • An of example of such a relationship might be a stage-discharge relationship.

  4. Use of Manning Equation Continuity equation Hydrologic Routing Hydraulic Routing Momentum Equation • Stage is also related to the outflow via a relationship such as Manning's equation

  5. Hydraulic Routing Continuity equation Hydrologic Routing Hydraulic Routing Momentum Equation • Hydraulic routing methods combine the continuity equation with some more physical relationship describing the actual physics of the movement of the water. • The momentum equation is the common relationship employed. • In hydraulic routing analysis, it is intended that the dynamics of the water or flood wave movement be more accurately described

  6. Momentum Equation Continuity equation Hydrologic Routing Hydraulic Routing Momentum Equation • Expressed by considering the external forces acting on a control section of water as it moves down a channel • Henderson (1966) expressed the momentum equation as :

  7. Combinations of Equations Continuity equation Hydrologic Routing Hydraulic Routing Momentum Equation • Simplified Versions : Unsteady -Nonuniform Steady - Nonuniform Diffusion or noninertial Kinematic Sf = So

  8. Routing Methods • Modified Puls • Kinematic Wave • Muskingum • Muskingum-Cunge • Dynamic Modified Puls Kinematic Wave Muskingum Muskingum-Cunge Dynamic Modeling Notes

  9. Modified Puls • The modified puls routing method is probably most often applied to reservoir routing • The method may also be applied to river routing for certain channel situations. • The modified puls method is also referred to as the storage-indication method. • The heart of the modified puls equation is found by considering the finite difference form of the continuity equation. Modified Puls Kinematic Wave Muskingum Muskingum-Cunge Dynamic Modeling Notes

  10. Modified Puls Modified Puls Kinematic Wave Muskingum Muskingum-Cunge Dynamic Modeling Notes Continuity Equation Rewritten • The solution to the modified puls method is accomplished by developing a graph (or table) of O -vs- [2S/Δt + O]. In order to do this, a stage-discharge-storage relationship must be known, assumed, or derived.

  11. Modified Puls Example • Given the following hydrograph and the 2S/Dt + O curve, find the outflow hydrograph for the reservoir assuming it to be completely full at the beginning of the storm. • The following hydrograph is given:

  12. Modified Puls Example • The following 2S/Dt + O curve is also given:

  13. Modified Puls Example • A table may be created as follows:

  14. Modified Puls Example • Next, using the hydrograph and interpolation, insert the Inflow (discharge) values. • For example at 1 hour, the inflow is 30 cfs.

  15. Modified Puls Example • The next step is to add the inflow to the inflow in the next time step. • For the first blank the inflow at 0 is added to the inflow at 1 hour to obtain a value of 30.

  16. Modified Puls Example • This is then repeated for the rest of the values in the column.

  17. Modified Puls Example • The 2Sn/Dt + On+1 column can then be calculated using the following equation: Note that 2Sn/Dt - On and On+1 are set to zero. 30 + 0 = 2Sn/Dt + On+1

  18. Modified Puls Example • Then using the curve provided outflow can be determined. • In this case, since 2Sn/Dt + On+1 = 30, outflow = 5 based on the graph provide (darn hard to see!)

  19. Modified Puls Example • To obtain the final column, 2Sn/Dt - On, two times the outflow is subtracted from 2Sn/Dt + On+1. • In this example 30 - 2*5 = 20

  20. Modified Puls Example • The same steps are repeated for the next line. • First 90 + 20 = 110. • From the graph, 110 equals an outflow value of 18. • Finally 110 - 2*18 = 74

  21. Modified Puls Example • This process can then be repeated for the rest of the columns. • Now a list of the outflow values have been calculated and the problem is complete.

  22. Review of the Method • What are the critical issues/parameters/variables? • Can this method be used for channel routing? • What would you need to create?

  23. MuskingumMethod Modified Puls Kinematic Wave Muskingum Muskingum-Cunge Dynamic Modeling Notes Sp = K O PrismStorage Sw = K(I - O)X WedgeStorage S = K[XI + (1-X)O] Combined

  24. Muskingum,cont... Substitute storage equation, S into the “S” in the continuity equation yields : Modified Puls Kinematic Wave Muskingum Muskingum-Cunge Dynamic Modeling Notes S = K[XI + (1-X)O] O2 = C0 I2 + C1 I1 + C2 O1

  25. Muskingum Notes : • The method assumes a single stage-discharge relationship. • In other words, for any given discharge, Q, there can be only one stage height. • This assumption may not be entirely valid for certain flow situations. • For instance, the friction slope on the rising side of a hydrograph for a given flow, Q, may be quite different than for the recession side of the hydrograph for the same given flow, Q - or how about a backwater wave? • This causes an effect known as hysteresis, which can introduce errors into the storage assumptions of this method. Modified Puls Kinematic Wave Muskingum Muskingum-Cunge Dynamic Modeling Notes

  26. Estimating K • K is estimated to be the travel time through the reach. • This may pose somewhat of a difficulty, as the travel time will obviously change with flow. • The question may arise as to whether the travel time should be estimated using the average flow, the peak flow, or some other flow. • The travel time may be estimated using the kinematic travel time or a travel time based on Manning's equation. Modified Puls Kinematic Wave Muskingum Muskingum-Cunge Dynamic Modeling Notes

  27. Estimating X Modified Puls Kinematic Wave Muskingum Muskingum-Cunge Dynamic Modeling Notes • The value of X must be between 0.0 and 0.5. • The parameter X may be thought of as a weighting coefficient for inflow and outflow. • As inflow becomes less important, the value of X decreases. • The lower limit of X is 0.0 and this would be indicative of a situation where inflow, I, has little or no effect on the storage. • A reservoir is an example of this situation and it should be noted that attenuation would be the dominant process compared to translation. • Values of X = 0.2 to 0.3 are the most common for natural streams; however, values of 0.4 to 0.5 may be calibrated for streams with little or no flood plains or storage effects. • A value of X = 0.5 would represent equal weighting between inflow and outflow and would produce translation with little or no attenuation.

  28. More Notes - Muskingum Modified Puls Kinematic Wave Muskingum Muskingum-Cunge Dynamic Modeling Notes • The Handbook of Hydrology (Maidment, 1992) includes additional cautions or limitations in the Muskingum method. • The method may produce negative flows in the initial portion of the hydrograph. • Additionally, it is recommended that the method be limited to moderate to slow rising hydrographs being routed through mild to steep sloping channels. • The method is not applicable to steeply rising hydrographs such as dam breaks. • Finally, this method also neglects variable backwater effects such as downstream dams, constrictions, bridges, and tidal influences.

  29. Muskingum Example Problem • A portion of the inflow hydrograph to a reach of channel is given below. If the travel time is K=1 unit and the weighting factor is X=0.30, then find the outflow from the reach for the period shown below:

  30. Muskingum Example Problem • The first step is to determine the coefficients in this problem. • The calculations for each of the coefficients is given below: C0= - ((1*0.30) - (0.5*1)) / ((1-(1*0.30) + (0.5*1)) = 0.167 C1= ((1*0.30) + (0.5*1)) / ((1-(1*0.30) + (0.5*1)) = 0.667

  31. Muskingum Example Problem C2= (1- (1*0.30) - (0.5*1)) / ((1-(1*0.30) + (0.5*1)) = 0.167 • Therefore the coefficients in this problem are: • C0 = 0.167 • C1 = 0.667 • C2 = 0.167

  32. Muskingum Example Problem • The three columns now can be calculated. • C0I2 = 0.167 * 5 = 0.835 • C1I1 = 0.667 * 3 = 2.00 • C2O1 = 0.167 * 3 = 0.501

  33. Muskingum Example Problem • Next the three columns are added to determine the outflow at time equal 1 hour. • 0.835 + 2.00 + 0.501 = 3.34

  34. Muskingum Example Problem • This can be repeated until the table is complete and the outflow at each time step is known.

  35. Muskingum-Cunge • Muskingum-Cunge formulation is similar to the Muskingum type formulation • The Muskingum-Cunge derivation begins with the continuity equation and includes the diffusion form of the momentum equation. • These equations are combined and linearized, Modified Puls Kinematic Wave Muskingum Muskingum-Cunge Dynamic Modeling Notes

  36. Muskingum-Cunge“working equation” where : Q = discharge t = time x = distance along channel qx = lateral inflow c = wave celerity m = hydraulic diffusivity Modified Puls Kinematic Wave Muskingum Muskingum-Cunge Dynamic Modeling Notes

  37. Muskingum-Cunge, cont... • Method attempts to account for diffusion by taking into account channel and flow characteristics. • Hydraulic diffusivity is found to be : Modified Puls Kinematic Wave Muskingum Muskingum-Cunge Dynamic Modeling Notes • The Wave celerity in the x-direction is :

  38. t X Solution of Muskingum-Cunge • Solution of the Muskingum is accomplished by discretizing the equations on an x-t plane. Modified Puls Kinematic Wave Muskingum Muskingum-Cunge Dynamic Modeling Notes

  39. Calculation of K & X Modified Puls Kinematic Wave Muskingum Muskingum-Cunge Dynamic Modeling Notes Estimation of K & X is more “physically based” and should be able to reflect the “changing” conditions - better.

  40. Muskingum-Cunge - NOTES • Muskingum-Cunge formulation is actually considered an approximate solution of the convective diffusion equation. • As such it may account for wave attenuation, but not for reverse flow and backwater effects and not for fast rising hydrographs. • Properly applied, the method is non-linear in that the flow properties and routing coefficients are re-calculated at each time and distance step • Often, an iterative 4-point scheme is used for the solution. • Care should be taken when choosing the computation interval, as the computation interval may be longer than the time it takes for the wave to travel the reach distance. • Internal computational times are used to account for the possibility of this occurring. Modified Puls Kinematic Wave Muskingum Muskingum-Cunge Dynamic Modeling Notes

  41. Muskingum-Cunge Example • The hydrograph at the upstream end of a river is given in the following table. The reach of interest is 18 km long. Using a subreach length Dx of 6 km, determine the hydrograph at the end of the reach using the Muskingum-Cunge method. Assume c = 2m/s, B = 25.3 m, So = 0.001m and no lateral flow.

  42. Muskingum-Cunge Example • First, K must be determined. • K is equal to : • Dx = 6 km, while c = 2 m/s

  43. Muskingum-Cunge Example • The next step is to determine x. • All the variables are known, with B = 25.3 m, So = 0.001 and Dx =6000 m, and the peak Q taken from the table.

  44. Muskingum-Cunge Example • Then a simplification of the original formula can be made. • Since there is not lateral flow, QL = 0. The simplified formula is the following:

  45. Full Dynamic Wave Equations • The solution of the St. Venant equations is known as dynamic routing. • Dynamic routing is generally the standard to which other methods are measured or compared. • The solution of the St. Venant equations is generally accomplished via one of two methods : 1) the method of characteristics and 2) direct methods (implicit and explicit). • It may be fair to say that regardless of the method of solution, a computer is absolutely necessary as the solutions are quite time consuming. • J. J. Stoker (1953, 1957) is generally credited for initially attempting to solve the St. Venant equations using a high speed computer. Modified Puls Kinematic Wave Muskingum Muskingum-Cunge Dynamic Modeling Notes

  46. Dynamic Wave Solutions Modified Puls Kinematic Wave Muskingum Muskingum-Cunge Dynamic Modeling Notes • Characteristics, Explicit, & Implicit • The most popular method of applying the implicit technique is to use a four point weighted finite difference scheme. • Some computer programs utilize a finite element solution technique; however, these tend to be more complex in nature and thus a finite difference technique is most often employed. • It should be noted that most of the models using the finite difference technique are one-dimensional and that two and three-dimensional solution schemes often revert to a finite element solution.

  47. Dynamic Wave Solutions Modified Puls Kinematic Wave Muskingum Muskingum-Cunge Dynamic Modeling Notes • Dynamic routing allows for a higher degree of accuracy when modeling flood situations because it includes parameters that other methods neglect. • Dynamic routing, when compared to other modeling techniques, relies less on previous flood data and more on the physical properties of the storm. This is extremely important when record rainfalls occur or other extreme events. • Dynamic routing also provides more hydraulic information about the event, which can be used to determine the transportation of sediment along the waterway.

  48. Courant Condition? • If the wave or hydrograph can travel through the subreach (of length Δx) in a time less than the computational interval, Δt, then computational instabilities may evolve. • The condition to satisfy here is known as the Courant condition and is expressed as : Modified Puls Kinematic Wave Muskingum Muskingum-Cunge Dynamic Modeling Notes

  49. Some DISadvantages Modified Puls Kinematic Wave Muskingum Muskingum-Cunge Dynamic Modeling Notes • Geometric simplification - some models are designed to use very simplistic representations of the cross-sectional geometry. This may be valid for large dam breaks where very large flows are encountered and width to depth ratios are large; however, this may not be applicable to smaller dam breaks where channel geometry would be more critical. • Model simulation input requirements - dynamic routing techniques generally require boundary conditions at one or more locations in the domain, such as the upstream and downstream sections. These boundary conditions may in the form of known or constant water surfaces, hydrographs, or assumed stage-discharge relationships. • Stability - As previously noted, the very complex nature of these methods often leads to numeric instability. Also, convergence may be a problem in some solution schemes. For these reasons as well as others, there tends to be a stability problem in some programs. Often times it is very difficult to obtain a "clean" model run in a cost efficient manner.

  50. Get to the Important Stuff! • What causes the greatest errors? • Muskingum-Cunge : The minimum rise time of the hydrograph to maintain an error of less than 10% increases as the slope decreases. • i.e. : fast rising hydrographs on flat slopes cause problems. • Level-pool has larger errors for fast rising outflows (dam breaks) and very long narrow reservoirs and flashy inflow hydrographs. • Worst case for level pool is a long, shallow reservoir with a small fast rising inflow hydrograph • In the above cases - expect errors > 10%.

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