[When to use]

Unsteady flow with HEC-RAS

Victor M. Ponce


November 2011



♦ HEC-RAS

The U.S. Army Corps of Engineers Hydrologic Engineering Center River Analysis System, for short, the HEC-RAS model, can perform three types of calculations: (1) steady flow, (2) unsteady flow, and (3) movable boundary flow. The steady flow component uses the standard step method for the solution of steady gradually varied flow. The unsteady flow component uses a numerical solution of the complete equations of gradually varied unsteady flow, commonly referred to as the dynamic wave. The movable boundary component uses the sediment continuity and one of several sediment transport equations to calculate river bed aggradation and/or degradation.

Mississippi river near Bemidji, Minnesota

Mississippi river near Bemidji, Minnesota.

        

Chané river at flood stage, Santa Cruz, Bolivia

Chané river at flood stage, Santa Cruz, Bolivia.


♦ When is it necessary to use unsteady flow?

This question is of considerable practical interest, since unsteady flow is significantly more complex and requires more data than steady flow. However, the answer is not straightforward, requiring some elaboration.


♦ Steady vs unsteady flow

Under steady flow, the user specifies: (1) discharge at the upstream boundary, and (2) stage at the downstream boundary. The steady flow model proceeds to calculate stages throughout the interior points, while keeping the discharge constant.

Under unsteady flow, the user specifies: (1) a discharge hydrograph at the upstream boundary, and (2) a discharge-stage rating at the downstream boundary. The model proceeds to calculate discharges and stages throughout the interior points.

Under steady flow, the discharge-stage ratings are unique, that is, they are the same as in unsteady kinematic flow. However, under unsteady dynamic flow, the model calculates looped discharge-stage ratings according to the variability of the flow. Therefore, the specification of a unique, that is, kinematic discharge-stage rating at the downstream boundary contradicts the solution at that boundary.1 Simply stated, the wave cannot be kinematic at the downstream boundary and dynamic everywhere else!

Aquidauana river, Mato Grosso, Brazil

Aquidauana river, Mato Grosso, Brazil.

A way out of this difficulty is: (1) to artificially move the downstream boundary further downstream, (2) to specify the unique discharge-stage rating at the new, artificial downstream boundary, and (3) to let the model calculate the looped ratings at all interior points, real and artificial, including the point where the actual physical downstream boundary is located.2

Despite its apparent artificiality, this procedure works well and circumvents the need to know the discharge-stage rating at the downstream boundary before it is calculated.


♦ Kinematic vs dynamic waves

The decision to use or not to use unsteady flow in HEC-RAS will depend on whether the wave being analyzed is either kinematic or dynamic. If the wave is kinematic: (1) the discharge will not vary in time; (2) the discharge-stage ratings will be unique; and (3) the downstream boundary condition may be specified as a unique rating. In this case, the solutions of steady and unsteady flow are essentially the same; therefore, the unsteady flow calculation is not needed.

If the wave is dynamic: (1) the discharge will vary in space and time, attenuating as it moves downstream; (2) the calculated discharge-stage ratings will not be unique; and (3) for better accuracy, the downstream boundary may be moved downstream artificially to allow for a looped rating to develop at the actual physical downstream boundary. In this case, the unsteady flow calculation is justified, assuming of course, that the wave is really dynamic.

Wellton-Mohawk Main Canal, near Wellton, Arizona

Wellton-Mohawk Main Canal, near Wellton, Arizona.

        

Chané river at flood stage, Santa Cruz, Bolivia

Chané river at flood stage, Santa Cruz, Bolivia.


♦ Use of unsteady flow in channel design

The preceding considerations beg the question of whether a given flood wave can be construed as either kinematic or dynamic. Or, better yet, whether a dynamic wave should be used at all to determine stages in the design of channel improvement projects. On typical projects, of limited channel lengths, a kinematic wave, which keeps its discharge constant, is a more appropriate assumption than a dynamic wave, which attenuates its discharge.

G-370 Canal, South Florida

G-370 Canal, South Florida.

Indeed, the kinematic wave assumption assures that the channel is designed to contain all waves, kinematic or dynamic. The stages calculated with the kinematic wave assumption are essentially the same as those calculated using steady gradually varied flow. Therefore, the use of the unsteady flow feature of HEC-RAS for the calculation of stages in the design of channel improvements projects does not appear to be warranted.


1 Abbott, M. 1976. Computational hydraulics: A short pathology. Journal of Hydraulic Research, Vol. 14, No. 4.
2 Ponce, V. M., and A. Lugo. 2001.
Modeling looped ratings in Muskingum-Cunge routing. ASCE Journal of Hydrologic Engineering, Vol. 6, No. 2, March/April, 119-124.
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