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Francesca, I assume that you construct your DTM from a field survey and not USGS topo maps. Right?

Sam74 - The approximate method that you are referring to is actually an accepted method provided it meets certain criteria for accuracy and size of subdivision. However, I do not feel comfortable with it. The subdivision in question is only 2 lots with 1000 foot of stream coverage. Franseca -...

Hope someone is still out there on a friday afternoon. It looks like HEC-RAS is going to require 4 cross-sections for the culvert and one cross-section upstream for the property in question. Is this correct?

How much are they going to pay you? Will it be taxed? What will you be doing? Design or construction? Design work would probably be safer. I would look at what part of Iraq too - some spots are safer than others.

I fought with this program for a while. Then I bought Hydroflow for a few hundered bucks and got my weekends back. All jokes aside I recommend the switch.

Thanks to all who replied. I need to get this turned in on Monday morning. I am not comfortable enough with HEC-RAS to sign a plat. I do recognize that this is something that I need to get comfortable with. Is there any way that I can do this by hand. Here is my situation. 1. Property in...

I find that xpswmm is very powerful and very flexible but at the same time not very easy to master. It takes a while to figure it out. If you got this software I could answer your questions on this forum provided I know the answer. I would call XPSWMM and ask them your specific question...

Thanks to sam74 and RWF7437 for your advice. Ive got the flow now and the flow creates road overtopping. The road acts like a dam and creates a ponded area. This ponded elevation will be my base flood elevation, correct? However there are parts of the property more upstream of the ponded area...

I am trying to set a Base Flood Elevation for a subdivision. This is my first endeavor so please bear with me. A few questions: 1. Hydrologic method? I am using the SCS method. The peak that I am getting is a lot higher than the USGS regression equation (due to storage effects?). Should I use...

No problem. It is Mr. by the way.

Proleteriat I suggest that you offer your services to surveyors that need engineering work done. This is a good way to get started since they already have the clients. You could do drainage studies, hydro reports, flood studies, simple subdivision design, etc. Let me know what you decide to do...

I am also doing some development work for an industrial park (70 acres). I am looking for guidance for water requirements, sewage requirements. Very difficult b/c we dont know who the tenants will be. It may be a company that uses a lot of water in the manufacturing process. Or it could be a...

I use Hydraflow Hydrographs and it is great for ponds that are not connected. The reports are easy to generate and are pleasing to the eye (and I hope the reviewer). For more complex jobs I use XPSWMM. I try not to use this because it is not user friendly and the reports arent that great...

Use weirs for situations where you need moderate to high flows with low head requirements. Use orifices for smaller flows. Very small weirs tend to get clogged. I would read Debo's "Municipal Stormwater Mgt."

What you are saying makes sense. I remember the old TR55 manual said that the maximum sheet flow is 300' and then they moved that down to 150'. 50' probably sounds more reasonable. So if I divide the 300' as you recommend: 50' of Sheet flow n = .4 slope = .5% 2 year rain = 4.4" Tc=18 min...

I looked at the website - I am interested. It sounds like you are also in the southeast. One more question: how are you estimating Times of Concentration. I use the TR55 method: sheet flow, shallow concentrated flow and channel but I dont know how applicable it is to my flat area. For...

TerryScan What software program do you use to model your interconnected ponds? I use xpswmm but find it somewhat cumbersome to use.

I visited a site yesterday where all of the connecting pipes are submerged except the outfall pipe. One result is that the ponds looked better without all the pipes. I also ran some culvertmaster calculations and noticed that the submerged pipes have more capacity for certain conditions.

Francesca your response brings forth a question. The ponds are designed to hold water. The hydraulic head will be the difference between the ponds water surface and the slope of the pipe will not affect the capacity. You said my pipes will be submerged at all times but do they have to be...

I am working with a very flat site (.5%) I am proposing a series of ponds to detain the water. Each pond will have the same initial water level. The ponds will be several hundred feet apart (>500'). So if my inlet starts at the initial water elevation then the outlet into the next pond will...