osaillof

Further to my post above, I have found examples of 1D network files and operation rule that seem to approximate the operation of the above tilting weir (based on a set water level not flow downstream). A culvert with vertical overflow gate (using the NAIR 2003 method) OR a gated spillway (using the USACE 111-21 method). See examples attached. Could anyone recommend the appropriateness of each method in relation to the aforementioned tilting weir? Thanks, Oli Saillofest TiltingWeirAttempts.zip

Hello TUFLOW community, I am trying to model a tilting weir using the latest version of ESTRY-TUFLOW... with a series of operation rules enabling the weir to raise by intervals of 100mm every time the 1D flow downstream is reaching a specific value. Has anyone got any examples on how to represent this structure? Kind regards, Oli

Thank you both. The spreadsheet was very useful indeed. A 20m grid cell size was selected. Kind regards, Oli

Hi, I'm aiming to build an ISIS (v3.6) - TUFLOW (v2012-05-AB or above) on a I7 core 4 processor computer to represent a 70km long watercourse. The flood events to model are expected to be 48hr long. Peak flows will range between 5500m3/s (10yr event) and 10,000yr (1000yr event). Bed slope is 0.06m/km Tidal influence expected. The 1000yr floodplain/wet cells are expected to represent a total area of approx 165km2. A consistent grid cell size will be applied over the modelled catchment. The client wants to model to run just under 12hr... can anyone advise on what grid cell size needs to be applied to the 2D domain? Whilst I appreciate computer performances keep changing, is anyone aware of a rule of thumb or past studies allowing derivation of estimated model run time from catchment size, peak flow values, etc...? Kind regards, Oli