gbam
After a little more digging it appears that what FEMA gave me was an old USGS E431 program input card file in .pdf format. I haven't a clue what that is or how to interpret it. Do you know anything about those?
Yes, I'm trying to translate it into HEC-RAS or even digital HEC-2. Ironically, almost the entire river corridor has been restudied within the last ten years beginning two sections above my study area. In that process the old HEC-2 output files were converted to a digital for that I can import...
I am having to recreate two fairly simple cross sections of a river channel from old HEC-2 input card printouts and I am having a devil of a time interpreting the data I was given by the local FEMA representative. I have the HEC-2 manual but nothing looks like the data that I was given.
Please...
Good question beej67. Just a quark of the original model. If I remember right from my fishing days, the entire river width is fairly shallow here due to a riffle. In many places the river is only a few feet deep with many rapids and riffles.
12 fps is the average velocity, not necessarily where the mobiles are. Any new structure will have to be built on foundations capable of withstanding the flows through them. The long dimension of the mobiles is parallel to the flow so its possible (and fairly common hereabouts)to design and...
I'm trying to perform a no-rise analysis in a shallow floodway (1 to 2 feet deep) for a mobile home development. The park is existing (grandfathered in before 1979 when BFE's were determined), fully within the floodway and they want to replace single wide homes with double wides.
The local...
Has anybody set up an outlet control for a rain garden (or flow-through planter)using a stage/discharge outlet control based on Darcy's law? Darcy's Law solves for flow rate given hydraulic conductivity (permeability), hydraulic gradient and cross sectional area or depth of the filter medium...
Try the UD-Culvert v2.00 spreadsheet from this site:
http://www.udfcd.org/downloads/down_software.htm
the pipe section will do the job. There are many other very useful utilities on this web site.
WL123
I really liked your storm drain spreadsheet. Its one of the best Ive seen. Do you mind if I modify it for my area (local intensity/duration curves, etc.)?
Thanks
Oregonpe
RFW7437,
This was my first modern golf course project and you know what I found most interesting was that golf course designers (at least the big names) use a very vague drawing style and then throw away the plans and build what ever looks good in the field. A lot of our engineering involved...
Thanks for your response. This question was posted quite a while ago we have since completed our design and received DEQ approval. We are in Josephine County near Grants Pass, Oregon. The resort we are working on is intended to be very high quality (from a residential and golf standpoint)...
I'm involved in stormwater design for a golf course resort with residential component in Oregon in an area with sensitive streams and regulatory wetlands. All stormwater discharges from impervious areas are to be treated and detained in the normal way and I have no problem with those areas. The...
Thanks Mark1961 for the web link. That looks like a good site.
Peter, infiltration is strongly discouraged here. I fall to see the problem with a fully drained pond in class c soils but Oregon DEQ has everybody scared about ground water liability even for swales. For years we were perking...
Has anybody had any experience with impervious liners for underground chamber type storm detention systems such as Stormtech? First, my reading of the Oregon UIC requirements seem to preclude any infiltration potential even from an open outlet detention system. This is for a fairly large 65,000...
Years ago when I was working in Washington State I was using Intellasolv's Hydrograph program which I liked a lot. But several of the local jurisdictions checked our submitted calcs using an old DOS program called HYD which calculated previous and impervious runoff separately as you've described...
Great. Somebody is talking about EPANET2. I've found the calibration method in EPANET is completely incomprehensible.
As a work around I have calibrated a node by setting demand to actual test flow and adjusting the roughness coefficient (trial & error) of the pipe feeding the node until I could...
See page 62 in the following hydraulics manual:
ftp://ftp.odot.state.or.us/techserv/Geo-Environmental
/Hydraulics/Hydraulics%20Manual/Chapter_12/CHAPTER_12.pdf
You will need to edit out the line breaks to use the link.
