Picture this: Residential subdivision, houses backed up to one another. The back yard of house #1 drains into the back yard of house #2 and then into the street. I want to put in a swale to catch the water before it goes into yard #2. The developer doesnt want to put this in for the following...
This is how I set finish floors in residential subdivisions- I am wondering if this is what everyone else is doing.
1. Draw house.
2. Find highest contour line that intersects house.
3. Add 2' to this to determine minimum finish floor elev.
4. Make sure that this is 1.5' higher than road if...
We are having a problem with file management. Laptop users copy an active file to their computer to work on the road. The person back in the office has no idea of this and adds data to the file on the desktop. Now there are 2 files with new info. Any ideas out there on how to manage this?
What is the best way to grade subdivision intersections when there is a storm box at each radius. Typically engineers here dont account for the differing cross slopes of each road. They just let the contractor figure it out. I dont like this.
I am setting up my office. I need to buy some filing cabinets. I am debating between legal and letter sized files. It doesnt sound like a big deal but it is a decision that i will be stuck with for a while. Any advice?
I am working on a project that has some difficult drainage issues. The project is a recreation facility (4 baseball fields, 2 tennis courts, 1 basketball court and a football field). The entire park is suurounded by a 4' high berm that impedes the natural drainage off site. Needless to say...
When modeling fire flow what type of demand should the houses have. More specifically, max day, peak hour, instantateous peak, etc.) I have been using instantaneous peak but I have been told that this is too conservative.
Fellow posters,
A lot of the people that I have met on this board have said that they work is south florida. I vacationed on Sanibel Island over the holidays - very nice. Of course I looked at the drainage system while I was there - mostly swales with swale inlets. Just wondering how they...
My client wants to build a residential subdivision in an area with a high groundwater table (12" depth) I am concerned with the construction and long term stability of the road. It wont have a large volume of traffic. My design will have 6" of graded aggregate base. I dont know if...
I have created a polyline from a series of lines and arcs. Autocad has assigned the starting point of the polyline to be on the right hand side of the page so that the line runs from right to left. I would like to change the starting point so that the line goes from left to right. any ideas...
I work in LDD. WHen I open my dwg my units are in feet and inches. I then use the -units command to change them to decimal degrees. When I reopen the dwg it reverts back to feet and inches. ANy ideas on how to remedy this annoying problem? thanks
Has anyone had any experience with turf reinforcement mats? i am interested in using them instead of the conventional rip-rap but dont quite have the confidence in them yet.
The last pipe in my proposed storm sewer network discharges into a detention pond. The pipe is 75' long, at a slope of 18% and discharges into the pond at a velocity of 8 fps. IS this too steep to construct? Will erosion be a problem? Would I be better off making a deep manhole and entering...
I have a sudivision entrance (proposed) that will intersect with a highway that is sloping downward at 3% grade. Should I superelevate the entrance to match the highway?
I am new to AutoCad LDD. On my last project, the site would not fit on a 24 X 36 sheet of paper without rotating. To work around it, I created a viewport in paperspace and then rotated this view by changing the USC. But when I went back to model space I was forced to rotate all of my text to...
I have to design a channel that intercepts water on a back lot line and moves it to a trap. The slope is 17% and will carry about 10 cfs. I havent run any velocity equations yet. Any thoughts on what type of channel (trapezoidal, triangulary) I should use and what type of liner I should use...
I am sizing a pressure tanks for a small subdivision.
Here is the data:
Instantaneous peak demand = 60 gpm
avg pump discharge = 200 gpm
I have had some people suggest that I provide for 8 minutes of pumping time. I have had others say that it doesnt matter how long the pump stays on as long as...
