There are lots of reasons for "true" dead ends, even if they are temporary. For example, a phased construction of a subdivision where a road is being extended. If the waterline assignment is in the roadway, which is very common, the line will get installed at that point. There may be future...
Thanks for the comment. That is my primary fear, that results will not reproduce from what I could hand tabulate or using HEC-1 or TR-20. Those were the kind of issues we saw in the first releases and I thought they were resolved by now.
Well it's not really a dead end if you are using water from the end of it. A dead end in my view is a section of line which has no turnover and will need to be flushed to maintain any kind of residual for disinfection. So a single feed to a subdivision doesn't fall into the same category as a...
Thanks for the input. I re-read my message and noticed I didn't list what I use now. TR-20 and HEC-1 are both my personal choices for programs (TR-20 slightly preferable but less flexible for me) but I hate to subject what francesca called the "Windows generation" to a DOS program like these...
rconner, no. Fire flow is entirely out of that determination. I can't think of a case where modeling would not be used to prove fire flow availability. Modeling would drive the selection of pipe size for the lead. And the standard hydrant lead in this area is a 6" pipe, but your typical lead...
RWF7437, can you explain your comment a little further in terms of reliability? How is a longer single-feed more reliable? The requirement is based strictly on volume, and as you surmised it is based on these lines not becoming stagnant.
I don't think reliability enters the equation here -...
The City of Austin has recently set maximum lengths based on 100 gallons of capacity. They claim (but I can't find anything in AWWA standards to verify) that this is AWWA set for fire hydrant leads and fire suppression systems. So for a 6" pipe, 68 feet is the max, for an 8" 38 feet.
I'd like to quiz the board on opinions regarding HEC-HMS. I went to a class on it about 4 years ago and the version we learned on was very buggy, so much so that the instructor suggested sticking to what we used.
Is the current version stable enough and will it reproduce results with the...
To add to what has been previously stated, two main issues with changing a floodplain are 1) The loss of storage when routing the flood through that section. You cannot raise water surface elevations upstream or downstream by much at all if you want to avoid liability, so you have to provide...
One of the most important tips I learned doing cross sections is to always have the cross section perpendicular through the contours. This way you are going to identify the cross section geometry from the perspective of the water flowing through it.
I have seen people just cut cross sections...
