The IDF should actually give you a somewhat more local hyetograph than the blanket SCS Type II. Now I wholeheartedly agree with the earlier and more useful posts (especially RWF7347 since it is unlikely that you are going to do better than the National Weather Service
), but why not select you...
With all your dam talk I assume you want the Probable Maximum Precipitation event. Just read your local HMR. It is very straight forward.
HMS has a break module just like RAS. I really think you need to look into your dam. While RAS has always given me good results there are a lot of...
I like the idea of a little created channel system. Dig a few deep areas where groundwater will help form longer duration pools, put in some drop structures using large diameter stones as a waterfall effect. You can claim a multitude of credits for detention, bio-removal, and any new hot words...
Do you have a city inspector? If this is a public road they will make your client fix it. I agree with the problems of having the AC too high, but the liability will be why it is fixed. Oldestguy has a good point if it is a private road.
Does anyone like SMS for getting HEC-RAS or 2-d hydraulic model data from GIS data?
I am thinking of going on my own and do not want to spend $7,500 to get ArcView running with the add ons to be able to use GeoHEC-RAS. However, for mapping flood inundation limits and rough models I am tempted...
This is like a water of the state or water of the US question. It is whateveryour regulator can accept. I am a big fan of USGS blue lines. It is pretty easy otherwise I like bed and bank. You get these swales sometimes. From your description I doubtsome technical manual will help since I...
I have always thought that the problem lay in seepage under the wall and designing that. As far as structural it is typically a thinner section than required for earth pressures. I have found it easier to build a berm using sheetpiles so I can lengthen my seepage paths. Tom Sauk(sp?) had some...
The files shouldn't be large. The one thing I have found is that your GIS tin or dem layer should be in UTM meters. The new ArView productsare good in thatyou don't have to worry about your base data projections, but for some reason I have never got anything other than meter datato work. As a...
It would be interesting to now your climate.
You may want to do the restoration/stabilization at the same time or before other site work. Riprap with willow cuttings can be a nice solution. I have seen some very nice restoration (depending on flow velocity) with a rock/riprap material up to...
I rebuilt a very steep model running a dam breach analysis and it really seemed that the new HEC-RAS was much more stable. I need to take some time to check, but it seems there are less akward sections in the cross section plots of height versus conveyance. I think the algorithm was changed...
I would suggest taking a look at the Federal Highway Agency's manuals
HDS 5 (culvert check the safety section for how to clculate flow loss through safety (or debris) grates
HEC 9 on debris protection for bridges and culverts. The FHA has some very nice trash racks. Also debris deflectors...
I remember being an unsalaried EIT. Getting dragged off to meetings across the state to remote towns with no taxi service. Informed as we left that we would be back by 4 pm. Arriving back at 8 pm. Now with my kids' care closing by 5:30 pm, I can relate.
Skipping ethics, professionalism, and...
I really like overland drainage for anything > 10 yr event. If pipes are sized that large it seems to be a maintenance pain like francesca states.
Lndsn,
I would consider keeping as much of your drainage above ground as possible. The use of concrete drains for parking areas and if you can...
I only deal with earth and water so I am getting out of my depth (I passed, but the CA seismic test taught me to stay out of it), but this is my favorite website and may perform some of what you want:
http://earthquake.usgs.gov/research/hazmaps/design/
One problem may be that an ever decreasing head will decrease the weir coefficient. A clinging nappe has an a specific range where it increases flow. See US Army Corps:
EM1110-2-1603 Hydraulic Design of Spillways.
For clinging nappe weirs your coefficient is highly dependent on the upstream...
I always thought it was the signature that really mattered. I think the thought that the stamp and inkpad is the height of technology is humourous. Should drawings be on vellum (calfskin) and India Ink? Plus printed seals are actually legible.
I only miss when changes were drawn by hand on...
You can review the NRCS NEH Part 628 Chapter 51. It provides a good description with equations and citations for a grass covered spillway. It can be downloaded from the Sites page at:
www.wcc.nrcs.usda.gov and then go to Hand H and Tools.
Sites is a decent routing program, but can be used to...
I have always called references, but I am typically looking more at if they can get along with others. I therefore am a lot more open to older references and coworkers than supervisors and current employers.
The date reference is pretty awful. My wife has worked for some large companies and...
