1. Solution of the St Venant Equations / Shallow-Water equations of open channel flow Dr Andrew Sleigh School of Civil Engineering University of Leeds, UK www.efm.leeds.ac.uk/CIVE/UChile

2. Background information Why should we model rivers?  It is difficult and expensive to get data  The flow changes from day to day  Most of the time they are no problem

3. They cause disruption

4. They are dangerous

5. They Cause Financial and Personal loss

6. They cause structural damage

7. Human i nterference does not help

8. They are not new

9. Preventative Measures build higher flood banks divert the water with a relief channel store the water a combination of these

10. Design Considerations Appearance Effects on both upstream and downstream The cost The flood return period Data availability

11. Consider that … Floods cannot be prevented It is neither economic nor practical to design for exceptional floods

12. Flood routing is the process of calculating backwater curves in unsteady flow. The Elements of Flood Hydraulics

13. Why do we need to route floods? Extent of flooding Effects hydraulic structures  e.g. bridge piers, culverts, weirs Size of flood relief channels If flood relief measures will work Give flood warnings To know:

14. Take the flood hydrograph Route this flow through the system Ask if your proposal will work Repeat for every proposal and return period For each return period

15. Objectives of this course Understand necessary computational components See different form of equations of unsteady flow Use appropriate solution techniques By the end will have programmed a model capable of simulating passage of a flood wave on a simple river network have programmed a model to simulate extreme open channel flows and tested this with a dam break But Today – just steady flow – like HEC-RAS steady

16. Functions / Programs We will develop programs  Matlab functions equations (could be any program / language)  Graphical representation 1-D and 2-D Input data Solution data Steady / Time dependent Put function together for complete model

17. 2-d : Layout of Network

18. Section / Solution

19. Profile / Solution

20. 3-d, gis?

21. Flood routing achieved using the St. Venant Equations

22. St Venant Assumptions of 1-D Flow Flow is one-dimensional i.e. the velocity is uniform over the cross section and the water level across the section is horizontal. The streamline curvature is small and vertical accelerations are negligible, hence pressure is hydrostatic. The effects of boundary friction and turbulence can be accounted for through simple resistance laws analogous to those for steady flow. The average channel bed slope is small so that the cosine of the angle it makes with the horizontal is approximately 1.

23. Dam Break: real and dangerous

24. Dam break: difficult to solve Idealised case Sharp gradients

25. Dam Break: Animation By the end of the course will be able to do something like this.

26. Basics: Consider Steady Flow Today’s class will cover:  Components of a computational model How to represent a network Fundamental (steady) equations Section properties Friction formulas Conveyance  Steady solutions: uniform flow, backwater curve.

27. How to represent channel network Sections Reach – group of sections Boundary conditions  Internal: join reaches  “External”: define inflow and outflow Together define river system

28. Diagrammatic picture

29. Sections Look downstream. Left bank, Right bank

30. Sections Variable roughness, shape, across section

31. Sections: File Format SECTION AV2296_11909 8 0 22.61 0.5 5 19.89 0.04 15 14.44 0.04 45 14.44 0.04 47.5 17 0.5 60 17 0.5 65 18.87 0.5 75 22.61 0.5 Local coordinates: x along channel, y across, z vertical

32. Section Properties Depth (d or y) – the vertical distance from the lowest point of the channel section to the free surface. Stage (z) – the vertical distance from the free surface to a datum Area (A) – the cross-sectional area of flow, normal to the direction of flow Wetted perimeter (P) – the length of the wetted surface measured normal to the direction of flow. Surface width (B) – width of the channel section at the free surface Hydraulic radius (R) –area to wetted perimeter ratio (A/P) Hydraulic mean depth (D m ) –area to surface width ratio (A/B) Hydraulic diameter (D H ) = equivalent pipe diameter  (4×R = 4A/P = D for a circular pipe flowing full) Centre of gravity coordinates (centroid)

33. Function for Section Properties Any section defined by coordinates (in file) Common sections:

34. Steady Flow Equations Conservation of energy

35. Energy / Bernoulli Equation hydrostatic pressure distribution Bed slope small: tan θ ≈ sin θ ≈ θ in radians

36. Momentum Equation When flow is not hydrostatic, steep, discontinuous etc.  Hydraulic Jump  =momentum correction factor

37. Velocity Distribution

38. Velocity Distribution on Bend Hitoshi Sugiyama. See animation. http://www.cc.utsunomiya-u.ac.jp/~sugiyama/avs4/avs4eng.html

39. Calculation of  and  Function: Calculate the coefficients α and β for a given section and vel dist.

40. Reynolds Numebr Using R as length scale Using D H as length scale For a wide river R = depth, D H = 4×depth. Function: Calculate Re (Re R or Re DH ) for a given fluid, section, depth and velocity.

41. Froude Number, Fr Critical Depth Fr = 1 Fr < 1 sub-critical  upstream levels affected by downstream controls Fr > 1super-critical  upstream levels not affected by downstream controls Function: Calculate Fr, for a given section and discharge. Also d critical.

42. Uniform Flow Equilibrium – Friction balances Gravity Function: Calculate bed shear stress,  o for given section, depth and bed slope.

43. Chezy C assuming rough turbulent flow  shear force is proportional to velocity squared  thus Functions:Calculate V or Q for a given section and d n, C and bed slope. Also: normal depth, d n from Q, C, S o, C from Q and S o, dn, So from C, Q, d n.

44. Friction Formulae Darcy-Weisbach for pipe Full pipe S o = L / h f and

45. Alternative form for f Some texts give the value f is 4 times larger than quoted here  To clarify some text use  such that: BE CAREFUL WITH FRICTION FORMULAE Functions: Calculate f or λ for a given section, depth, slope and discharge. Calculate f from C and vice versa

46. Colebrook-White equation for f Originally developed for pipes k s is effective sand grain size in mm Implicit  Requires iterative solution  Use Altsul equation to start iteration

47. k s values Some typical values of k s are Function: Calculate f or λ from Re R depth, section and k s.

48. Manning’s n Most commonly used expression for friction n relates to C : In terms of discharge Function: Calculate Q from n, C from n, for given section.

49. Manning’s n values Some typical values for n Friction estimate great source of error

50. Computations in uniform flow Typical and common calculations  Discharge from a depth = normal flow  Depth for a discharge = normal depth Require iterative solution even for rectangular channel Function: Calculate d n or flow for given section and n, C or f, S o, Q or d n.

51. Conveyance, K K measure of carrying capacity of a channel in uniform flow Chezy: Manning Function: Calculate conveyance for a given section and n, C or f.

52. Conveyance in Irregular Channels Split section into regions of “uniform” velocity Separate flood plain and main channel.  Regions could be defined by roughness Function: Calculate conveyance for irregular section must define a subdivision method Calculate α for irregular channel with sub division by specified roughness

53. Exercises Calculations Uniform flow exercise questions  ExerciseQuestions02.pdf on web page  Questions: 1-7

54. Backwater Calculation Gradually varied flow surface profile  Calculated from Energy / Bernoulli equation  Basis of HEC-RAS Steady Backwater calculations are developed assuming:  Non-uniform flow  Steady flow  Flow is gradually varied  That at any point flow resistance is the same as for uniform flow i.e can use manning of Chezy etc.

55. Backwater Calculation 2 Start at known depth and Q, integrate up or down stream  Control section: Critical depth, change in slope, structure, hydraulic jump  Super-critical at control section: forward integration (downstream)  Sub-critical at control section: backwards integration (upstream).

56. Backwater finite difference e.g. energy equation with Manning

57. Backwater Calculation Procedure 1. At point of known depth and Q, s i. Calculate A i, P i, V i, S f_i H i, 2. Estimate d i+1, calculate properties at i+1, H (1) i+1 3. Calculate H (*) i+1 using FD form of energy equation 4. If H (1) i+1 not close to H (*) i+1 (e.g. 1mm) repeat from step 2. 5. Else carry on integration further along channel Functions: Integrate backwater for a prismatic channel.. Also a similar function for a channel defined by a series of cross sections.

58. Backwater Exercise Backwater integration exercise questions  ExerciseQuestions02.pdf  Question: 8  Should be straight forward using developed functions.