FMA Challenge 3

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Introduction

This demo comprises the third and final model of the FMA Challenge series and assumes that you're an intermediate to advanced TUFLOW user.

This challenge investigates a typical non-urban stream from the California Central Valley. The stream originates near the Sierra Nevada Foothills and conveys runoff to the West into the Central Valley Flood Management System. The streams are natural, with large amounts of conveyance in their upper reaches. As the streams progress downstream, their conveyance capacity gradually reduces. At some point nearing the valley floor, levees have been constructed in an effor to maintain flooding to within the the main flow conveyance area.

From this challenge, it is expected you will develop skills in:

  • Understanding of the influence of levees on flood behaviour;
  • Understanding of the influence of channel roughness on flood behaviour;
  • Understanding of the influence of infiltration on flood behaviour;
  • Nested 1D/2D models; and
  • Understanding the Green and Ampt infiltration method and USDR soil types.

Data for this model is provided via ZIP compressed file available on the TUFLOW Downloads Page under 'Demo Models'.

Relevant Tutorials

Other tutorials that are relevant to this challenge that may help refresh your memory are as follows:


Model Setup

This section provides an overview and discussion of the model domain setup. It is at your discretion which GIS package, text editor and method of model simulation to use (batch mode or within the text editor). All files required to setup and run the models are available within the download package. You have the choice of running with shape file or mif for usage in ArcGIS/QGIS or Mapinfo respectively. This model does not require a licence dongle to run.

Cross Sections, Grid Setup and Cell Size

The model is set up as a TUFLOW 1D/2D model. The 2D domain is modelled using 100ft (~30.5m) and 200ft (~60.96m) cell sizes. Cell size selection is managed through the use of variables.

Within the river bed, 1D sections spacing are generally between 500ft and 1000ft. The exception is at structures where more frequent sections are necessary to adequately model changes in flow width and velocity in these areas.

2D Cell Size Active 2D Cells
100ft 338,020
200ft 84,818


Topography and Bed Resistance

The provided DEM via GMG format was too coarse for hydraulic modeling as key hydraulic features (such as levee crests) were not adequately represented. The first step was therefore to process the 20Gb of LiDAR data into a higher resolution DEM. A 10ft DEM was created, a small part of which is illustrated below.

FMA3 1.jpg

Cross-sections were extracted from the 10ft DEM, with Manning’s n values extracted from the provided GIS land use layer shown in the image below.

FMA3 2.jpg

The Manning’s n values adopted were as provided and are tabulated below with comments on their applicability.

Apparent Land Use Manning's n Colour (in image above) Comment
Urban Areas 0.04 Red Acceptable value when representing the combination of roads (0.02) and buildings, gardens and fences (0.08 to 0.30), especially if the roads are wide.
Cropping/Cultivation 0.10 Green Representative of established medium density crops.
Cropping/Cultivation 0.12 Blue Representative of established medium to high density crops.
Cropping/Cultivation 0.15 Magenta Representative of established high density crops.
Creek 0.20 Yellow Would consider this value very high. A quick inspection of the creek photos taken near structures would indicate that maybe in the upper reaches where there seems to be reasonably dense vegetation in the creek that this value is representative, but even so we still consider this value to be high in this case. In the lower reaches the creek seems quite open with little vegetation (more representative of an n value from 0.04 to 0.08).
Creek 0.25 Cyan See comment above.

To check these Manning's 'n' assumptions, a sensitivity testing was completed on the in-bank roughness and is detailed further in the following sections.

Boundary Conditions

Open Boundaries

A single hydrograph, derived from a previous hydrologic analysis was applied as a QT boundary via a 1d_bc. All outflow from the model was assumed to be only via the main channel (ie. there was no water level boundary applied to the 2D overbank domain).

1D/2D Linking

The 1D river channel model was linked to the 2D model using HX cells along the top of either natural or build levees on either side of the channel. These locations defined the location of spill into the floodplain and are the key control on how much flow can interact between the floodplain and river conveyance area. The elevations along these levees were extracted from the 10ft DEM, and other significant features were included in the TUFLOW model as 3D GIS breakline layers, ensuring the hydraulic control is represented in the grid regardless of cell size.

Results - No Infiltration

The flood extent from the 100ft 2D grid model with no infiltration and Manning's 'n' within the channel of 0.2 is shown below.

FMA3 3.jpg

Levee Overtopping Assessment

To assess the timing and location of where levee banks were overtopped, the TGC was setup with the evacuation route command:
Read GIS Z Shape Route == shp\2d_zshr_T3_levees_001_L.shp | shp\2d_zsh_T3_levees_001_P.shp.
Via review of the RC Map Output Data Type and the _RCP output point layer we can identify sections of the levee where a breach has occured (refer below).
FMA3 6.jpg

Sensitivity Creek Manning's n Test (Scenario 100ft n0.1)

As discussed in the Manning’s n table above, the main creek n value of 0.20 is considered very high, especially in the lower reaches of the study area. A sensitivity analysis was carried out by lowering all the Manning’s n values in the main channel (modelled as 1D cross-sections) to 0.10.

The image below shows the flood depths and extent for the two non-infiltration simulations at 100ft resolution (left with channel 'n' = 0.2, right with channel 'n' = 0.1). Some significant deviations in flood extent can be observed, particularly south of the main channel. This can be largely attributed to the higher conveyance in the channel for the 'n'=0.1 case.
FMA3 3.jpgFMA3 4.jpg

The effect of channel roughness can also be seen in hydrograph outflows from the model downstream boundary (refer figure below). Of particular interest is that reducing the n value to 0.1 has a significant effect on the arrival time of the flood waters at the model outlet (much earlier), and reduces the volume of water flowing onto the floodplain by around 20% due to the higher conveyance of the creek. Also of interest is that for the n=0.2 scenario, some overbank floodwaters return to the main creek near the model outlet causing a delayed second rise in the outlet flow hydrographs as illustrated in the chart further below. This effect does not occur for the n=0.1 scenario, with all overbank floodwaters remaining on the floodplain.

Please note the scenarios provided in the legend below are as follows:

  • 100ft = 100ft cell resolution, no infiltration and channel roughness of 'n' = 0.2
  • 200ft = 200ft cell resolution, no infiltration and channel roughness of 'n' = 0.2
  • 100ft (n0.1) = 100ft cell resolution, no infiltration and channel roughness of 'n' = 0.1
  • 100ft GA = 100ft cell resolution, Green and Ampt infiltration with channel roughness of 'n' = 0.2
  • Inflow = Hydrograph input at northeastern QT boundary.

FMA3 5.jpg

Green and Ampt Infiltration Setup

Provided soils layers were roughly classified into two soil types for the purposes of demonstrating the Green-Ampt infiltration feature in TUFLOW. The soils are shown in the image below where:

  1. Red indicates a Sandy Loam.
  2. Green is Sand.
  3. The blue cross-hatched areas are the Urban land use zones modeled in Challenge 3. These areas were assigned a 90% impervious parameter that restricts the rate of water entering the underlying soils.
  4. The Green-Ampt parameters used were the USDR soil type classifications which are built into TUFLOW’s internal soils database. The parameters for the two soils are tabulated below.

    USDR Soil Type Suction (inches) Hydraulic Conductivity (inches/h) Porosity (fraction)
    Sandy Loam 4.3 0.43 0.412
    Sand 1.95 4.6 0.417


    The underlying soil was assumed to have an infinite depth to saturation (saturation depths/levels can be specified as 3D surfaces in TUFLOW if known). The soils were also set to have an initial moisture content of zero.

    FMA3 7.jpg

    The 100ft and 200ft simulations were re-run with Green-Ampt infiltration switched on. The resulting peak flood depths map for the 100ft simulation is shown in the image below (right) whilst the 100ft without infiltration is provided on the right. As can be seen, the extent of inundation is significantly reduced with floodwaters infiltrating before reaching the model extents or returning to the main channel.

    The mass balance reporting from TUFLOW indicates over half (58%) of the water infiltrates into the ground during the 171 hour simulation. This reduction in volume can also be observed via the “100ft GA” flow hydrograph show above.

    FMA3 3.jpgFMA3 8.jpg

    Conclusion

    In this challenge, we explored typical non-urban stream of the California Central Valley, with scenarios of various infiltration and flood levees adopted. From this, we gained a better understanding of the influence of flood levees on surface water behaviour, understanding of the Green Ampt infiltration method and USDR soil types, and a better understanding of nested 1D/2D models.

    Congratulations on finishing the FMA Demo Model 3. Please click here to return the Wiki Main Page.