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TUFLOW 1D Channels and Hydraulic Structures: Difference between revisions

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| [[1D_Culverts | Culverts]]|| 1D-2D connections, flow regimes, operational control and common check files used.
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| [[1D_Bridges | Bridges]]|| Loss theory, irregular shaped bridges and common check files used. Includes links to tutorial and example models where bridges are represented in 2D.
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| [[1D_Weirs | Weirs]]|| Weir types
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== What entry/exit loss and contraction coefficients should I use for 1D culverts? ==
We don’t provide hard recommendations on the exit and entry losses to use for culverts as we have found different organisations around the world, typically government, have their own guidelines for different types of inlets configurations and require these to be used, for example, the <u>[https://www.ipwea-qnt.com/Web/Web/Resources/Queensland-Urban-Drainag-Manual-QUDM.aspx QLD Urban Drainage Manual | IPWEA-QNT]</u> (QUDM). However, it is very important to understand how losses are applied and that different 1D solvers may treat them differently. For cross-checking your results from any hydraulic modelling software, a simple calculation applying the entry and exit losses (allowing for any automatic adjustments as discussed below) to the computed head (V2/2g), plus allowing any surface roughness losses (Manning's equation) for longer culverts, is the best practice for culverts flowing in a sub-critical flow condition (i.e. downstream controlled flow).<br>
 
For the entrance loss values, the approach should be to use values as quoted in the literature or guidelines for the inlet shape and design unless there is evidence to use another value (e.g. comparison with reliable calibration data would indicate different energy losses).
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