I'm guessing that the 5.4ft was using a friction angle of 32deg. I am required to use 35deg so thats where the difference is. I wasn't able to get the same values of stress that you did but I got it figured out.
I still am not confident in the way I chose to calc "a" but I'll have to dig into...
My upper wall is MSE with a small (1'-6") leveling pad. Say it were a CIP wall, how can you only assume that the vertical soil pressure acts on the width of the upper footing? The soil pressure will still have an impact beyond that, I would think.
I went about the Boussinesq approach the exact...
RFreund - Correct. I assumed the "back" of my load strip ended somewhere along the top of wall within 26ft. 2V:1H was assuming an active failure plane and 1V:1H is the wall height.
If I lose the factor of 2 my loads are still very large, no problem though. I just want to make sure that the...
Both walls will will be newly built construction. I guess I am not sure where your numbers are coming from. The 2.9ksf of surcharge is coming from the upper wall vertical soil stress. I then applied that as the surcharge for both a ~2V:1H and 1V:1H. I used the Boussinesq approach for both and...
My footing geometry is limited due to a bridge abutment in close proximity. My heel width can only be 8ft while my toe can be as large as necessary.
I created a spreadsheet for assuming both a 1V:1H and ~2V:1H and my resultant is 21.5klf at 13.0ft and 6.98klf at 14.89ft, respectively. This load...
Can anyone tell me the surcharge load that I should be applying?
I am looking into the design of a tiered wall system. The lower wall consists of a 26 ft high concrete cantilver retaining wall and the upper wall is a 23 ft high MSE. The set back distance is 9 ft.
I have currently used the...
