As per the HydroCAD Owner's Manual, "In order for tailwater effects to be automatically accommodated, two conditions must exist: 1) The upper node must use a routing procedure that is "tailwater aware"." and "2) The lower node must use a routing procedure that defines-(this word is in italics) a...
As per the HydroCAD Owner's Manual, pond routing assumes basically a "zero-velocity level pool" and "If the velocity approaching the outlet device(s) is significant, pond routing may underestimate the discharge and overestimate the peak elevation and storage of the pond.".
Questions:
1. What...
Storage-Indication (SI) v Muskingum-Cunge (MC)
Is there a particular scenario or case where MC would definitely be the better option than SI? Other than a governing body's requirement or request....
Also, is there a major difference between the two other than the celerity aspects?
I have subareas I would like to combine and then compare that "total" to another watershed area that is coming in from further upstream. What is the best way to combine those subareas?
Situation:
Wet pond with a catch basin outlet structure that flows to a swale via a pipe (primary). Pretty standard outfall.
The emergency spillway (ES) is designed such that it would flow directly to the swale if needed for an extreme event of if the catch basin / pipe failed for some reason...
I'm trying to write out a statement for our in-house designers why HEC-RAS should be used for a water surface evaluation difference between a pre and post condition in a streambed. A few years ago, Peter wrote, "a reach is intended only for modeling normal flow with a constant cross section"...
What is the best way to model the storage component of an infiltration trench that is on a slope, i.e. running inside a swale? At a particular elevation there would start to be two different void percentages, 40% for the stone and 100% for the open swale. And the higher the elevation, the 100%...
For the pipe resizing "tool" (which is an awesome feature by the way), I was trying to go back to my existing drainage area and run that procedure, but the 'Resizing' tab doesn't show up under the calculation settings.
I do have another diagram with a post-developed drainage area going to a BMP...
I have a bioretention area with an underdrain and biosoil media (40% voids) 2' above the underdrain. There is also some storage above the biosoil media that slopes outward for larger storm event storage (100% voids). The underdrain is 6" diameter that connects into an outlet, i.e. catch basin...
Anyone know of any good documentation out there about when a delineated drainage area should be broken down into sub-areas? Or even vice-versa, when should sub-areas just be combined? Based off of pervious/impervious percentages or Tc paths or ?
THANKS!!!
Our local jurisdiction dictates that we use a different Ia/S value for a water quality event versus water quantity events.
Is it possible in HydroCAD to have those different runs in the same file or do I have to separate those runs into two files (one for quality and one for quantity)?
THANKS!!
