Revision as of 03:05, 27 June 2024 view source Pavlina Monhartova (talk \| contribs) Bureaucrats, Administrators 5,384 edits →Why is the maximum 1D water level higher than 2D water level? ← Older edit		Revision as of 03:12, 27 June 2024 view source Pavlina Monhartova (talk \| contribs) Bureaucrats, Administrators 5,384 edits →How to represent the hydraulic behavior at the outlet of a pipe, including headwalls and transitions to open channels? Newer edit →
Line 200: ==How to represent the hydraulic behavior at the outlet of a pipe, including headwalls and transitions to open channels? == In general, pipe outlet headwalls affect the exit loss at the pipe outlet, and this can be modeled by changing the 1d_nwk “ExitC_or_WSb” attribute –- exit loss coefficient for outlet controlled flow. The default exit loss coefficient is 1.0, assuming there is no headwall, so you can adjust this value accordingly. For more details on these factors, refer to Table 5-3 in the Manual. More guidance on applying entry/loss and contraction coefficients is available [[TUFLOW_1D_Channels_and_Hydraulic_Structures#What_entry.2Fexit_loss_and_contraction_coefficients_should_I_use_for_1D_culverts.3F \| here]].

TUFLOW 1D Channels and Hydraulic Structures: Difference between revisions