Search results for query: *

I think I'm going with the rectangular channel with a cover. A 6" wide opening and 3" tall both sides at the crossing, tapering from 0" to 3" against the sloping part of the speed bump, full curb height on the opposite side of the taper. Neenah Foundary has grate and frame that looks almost...

Shallow dry-wells are common here, but at $15,000 plus another $5,000 for an interceptor, I don't think the client would like that either...they were thinking of a $2000 speed bump. I do like the choker or chicane idea - this site is next to a hospital. However, I believe we'd have a similar...

My client would like an elevated crosswalk/speed bump across a street to connect a couple buildings. Since the street is sloped, if I extend the elevated crosswalk like they have asked (from curb to curb), it will block the gutters and pond water on the high side. I've suggested ramping down...

There's no need for any separation as far as I know, and I've never seen any design criteria calling for one. Remember all vertical curves are in real-life are 25' long lengths of Tangent.

I wouldn't think of it like a vertical curve with a radius of curvature, but more simply as series of grade breaks. Divide the driveway up into several segments. Set the grades as you'd like at the end segments, and then work your way back to the middle from them and see if you can make it...

I can't outsource drawings to another office within our own company and get anything done efficiently. I wouldn't even think about sending work to some overseas drafting factory.

I've been pushing for a website for the small civil engineering and land surveying company I work for, we specialize in land development. The owners feel that web-sites for a company like ours is a waste of Money and effort. They would say something like: "No one selects a civil engineer...

It does depend on your contract. I specifically exclude the design of any retaining walls over 3' or that supports any sort of load. Jurisdictions vary, but most have a maximum height above which structural calcs are required. I do show spot elevations and the "geometrics" as you did, but I...

There's a list of them on page 52 of the HEC-HMS V3.0 Users Manual. The ones that are making me go back to HEC-1 are the JD (Depth Area Storm) and UA (Specify Time Area Curve on a Clark or Snyder Unit Hydrograph) functions; these are called cards in HEC-1. The flood control district I'm...

Normally I would use HEC-HMS, but I needed HEC-1 on this one. There are some functions in HEC-1 that aren't supported in HEC-HMS which the flood control district here uses. They also have a lot of custom software built around HEC-1 that my model needs to work with. I did find a Graphical...

It appears that I am going to need to use HEC-1 for a drainage study in a certain jurisdiction. Does anyone have a suggestion for a good (and cheap) graphical Interface for it? I'm to lazy to fight with the old dos program. Thanks

A small pond with a short detention period really isn't any different then an undersized culvert crossing a road. I think Dam Design might be a bigger hammer then you need for this one. Its hard to go wrong with 4:1 max side slopes, easy to plant, easy to mow, no slope stability issues, and...

How about just asking your current employer for a raise without threatening to quit and see what they come up with? Tell them you feel grossly under-compensated, there is a lot of salary information on-line you could use as the basis rather then the other job offer. My experience has been that...

For a second I though this post was about something else.

I've also run into this exact same thing. Here's a few suggestions: -Have you tried adjusting the time step? Sometimes I have found that it can lead to more favorable results. -Report everything to the nearest CFS. -A different model such as HEC-HMS might make such a small difference...