UK Benchmark 3 (Water Module)

This page contains the test case 1 of the UK benchmark named Test 1 – Uncovering of a beach as well as its result generated by the Water Module in the Tygron Platform.

This test consists of a sloping topography with a depression. An inflow boundary condition is applied at the low end, causing the water to rise to the level indicated by a thick blue line. The inflow is then replaced by a sink term until the water level becomes as indicated by the thin blue line. A similar test has been used by EDF (2000) for validation of the TELEMAC package. The aim of the test is to assess basic package capabilities such as handling disconnected water bodies and wetting and drying of floodplains.

The objective of the test is to assess the package’s ability to conserve momentum over an obstruction in the topography. This capability is important when simulating sewer or pluvial flooding in urbanised floodplains. The barrier to flow in the channel is designed to differentiate the performance of packages without inertia terms and 2D hydrodynamic packages with inertia terms. With inertia terms some of the flood water will pass over the obstruction.

Description

This test consists of a sloping topography with two depressions separated by an obstruction as illustrated in Figure (a). The dimensions of the domain are 300m longitudinally (X) x 100m transversally (Y). A varying inflow discharge, see Figure (b), is applied as an upstream boundary condition at the left-hand end, causing a flood wave to travel down the 1:200 slope. While the total inflow volume is just sufficient to fill the left-hand side depression at x=150m, some of this volume is expected to overtop the obstruction because of momentum conservation and settle in the depression on the right-hand side at x=250m. The model is run until time T=900s (15 mins) to allow the water to settle. Figure (a): Plan and profile of the DEM use in Test 3. The area modelled is a perfect rectangle extending from X=0 to X=300m and from Y=0 to Y=100m as represented.

Fig. a1: Top down situation

Fig. a2: Side view situation

Fig. b: Influx hydrograph

Boundary and initial conditions

Varying water level along the dashed red line in Figure (a). Table provided as part of dataset. All other boundaries are closed.
Initial condition: Water level elevation = 9.7m.

Parameter values

• Manning’s n: 0.01 (uniform)
• Model grid resolution: 5m (or 1200 nodes in the area modelled)
• Time of end: the model is to be run until time t = 15 min

Technical setup

The provided ascii height file named test1DEM.asc is first imported. It has a cell size of 2m, while the test is expected to run on a 10m grid. Therefore, it will be automatically rescaled by the grid rasterizer. The resulting rescaled asc file is packed in the down below.

In order to regulate the water level according to the water level graph, we used the following setup: On gridcells with x = 1 and x = 2 Inlet objects were placed. Each inlet had its own grid cell. The inlets were configured as:

• External area (m2): 1 000 000 000;
• Water level (m): 1;
• Threshold (m): none;
• Inlet Q (m):

[[File:]]

Output as required

• Software package used: Tygron Platform
• Numerical scheme: FV (Kurganov, Bollerman, Horvath)*
• Specification of hardware used to undertake the simulation:
  • Processor: Intel Xeon @2.10GHz x 8,
  • RAM 62.8 GiB,
  • GPU: 2x NVidia 1080
  • Operating system: Linux 4.13
• Time increment used: adaptive:
• Grid resolution: 10 m.
• Simulation time:
• Inlet q M3:
• Remaining volume water:

Measured point graphs are displayed below: