1 / 28

River Mechanics and Introduction to Unsteady Flow Equations

US Army Corps of Engineers Hydrologic Engineering Center. River Mechanics and Introduction to Unsteady Flow Equations. Objective : Present key items for switching from HEC-RAS steady flow analysis to HEC-RAS unsteady flow simulation. Michael Gee, Ph.D, PE Senior Hydraulic Engineer.

floria
Download Presentation

River Mechanics and Introduction to Unsteady Flow Equations

An Image/Link below is provided (as is) to download presentation Download Policy: Content on the Website is provided to you AS IS for your information and personal use and may not be sold / licensed / shared on other websites without getting consent from its author. Content is provided to you AS IS for your information and personal use only. Download presentation by click this link. While downloading, if for some reason you are not able to download a presentation, the publisher may have deleted the file from their server. During download, if you can't get a presentation, the file might be deleted by the publisher.

E N D

Presentation Transcript

  1. US Army Corps of Engineers Hydrologic Engineering Center River Mechanics and Introduction to Unsteady Flow Equations • Objective: Present key items for switching from HEC-RAS steady flow analysis to HEC-RAS unsteady flow simulation. Michael Gee, Ph.D, PE Senior Hydraulic Engineer

  2. Steady vs. Unsteady • Difference in handling friction and other losses • Difference in numerical solution algorithm • Difference in computation of X-Sec properties • Difference in handling non-flow areas • Difference in flow and boundary condition data requirements • Difference in calibration strategy • Difference in application strategy

  3. Energy Principles he Energy Grade Line Water Surface Y2 Channel Bottom Y1 Z2 Z1 Datum

  4. Momentum Equation Fx = m a 2 1 P2 W   Wx Ff P1 L Z2 Z1 Datum

  5. Momentum Equation P2 - P1 + Wx - Ff = Q  Δ Vx Where: P = Hydrostatic Pressure Wx = Force due to weight of water in X direction Ff = Force due to external friction from 2 to 1 Q = Discharge  = Density of water Δ Vx = Change in velocity from 2 to 1 in X direction

  6. Momentum Equation – Forces Pressure: Weight: Friction: Where: Mass x acceleration:

  7. Energy vs. Momentum • Energy – Internal energy dissipation represented by loss term, Sf (Manning’s n) • Momentum – External boundary shear forces represented by friction term, Sf (Manning’s n)

  8. Unsteady Flow Equations Momentum Equation: Continuity Equation:

  9. Steady Flow Equations Energy (momentum) Equation: Continuity Equation:

  10. Numerical Solution Friction slope averaging - Steady: Average conveyance Unsteady: Average friction slope

  11. Average conveyance Eq. Average friction slope Eq.

  12. Numerical Solution Algorithms used - Steady: Iterative convergence section-by-section for each flow. Unsteady: Matrix solution for flow and stage simultaneously at all sections each time step.

  13. Numerical Solution of the Unsteady Flow Equations CONVERGENCE The state of tending to a unique solution. A given scheme is convergent if an increasingly finer computational grid leads to a more accurate solution. STABILITY (NUMERICAL or COMPUTATIONAL) The ability of a scheme to control the propagation or growth of small perturbations introduced in the calculations. A scheme is unstable if it allows the growth of error to eventually obliterate the true solution. Ref: River Hydraulics EM

  14. Courant Number For best results, the Cr should be near 1.0

  15. Courant Number Example • Depth ~ 10 ft. • Cross section spacing (x) of ~ 1000 ft. • Requires computational time step (t) about 1 minute

  16. Finite Difference Modeling Considerations • Stability of the computations. • 2. Numerical accuracy of the computations. • 3. Resolution of input hydrographs.

  17. Pre-Computation of Hydraulic Properties(CSECT or HTAB) Steady – Compute exact hydraulic properties at a section for each trial water surface elevation from the GR points, n-values,etc. Unsteady – Hydraulic properties are pre-computed for all possible water surface elevations at each cross section (HTAB)

  18. Non-Flow Areas Steady – “ineffective” areas may or may not be occupied by water. Unsteady – All areas containing water (even if not moving) must be included.

  19. Expansion/Contraction Coeffs. • Not used in the momentum formulation (RAS-unsteady) • Should be in the data, however, for use with steady flow analysis

  20. Data Requirements(Flow and Boundary Conditions) Steady: Discharge (Q) at each cross section. Unsteady: Inflow hydrograph(s) which are routed by the model.

  21. Calibration Strategy – Targets Steady: Match observed water surface (or EGL) elevations. Unsteady: As above, along with timing, hydrograph shape, computed flow distribution in networks.

  22. Calibration Strategy - Adjustments Steady: Manning’s n Unsteady: nand volume (storage); make adjustments throughout range of flows in hydrograph. Add/subtract flows if necessary.

  23. Q Inflow Observed Observed outflow 1 outflow 2 Computed outflow Time Flow Accounting

  24. Application Strategy • 1. Check with range of steady flows • Rough stage calibration. • Possible supercritical flow locations. • Modeling of hydraulic structures.

  25. 2. Prepare hydrographs (boundary conditions) Upstream flows Tributary (local flows) Ungaged/unmodeled flows Downstream (rating curve?)

  26. 3. Calibration Manning’s n affects both stage and timing. Storage areas can be very important. Fine tuning via conveyance adjustment.

  27. QUESTIONS?

More Related