We are trying to design a 10ft freestanding wall that will retain salt for de-icing on the roadway.
I feel it is prudent to consider the loads causes by material dumped against the wall from a truck.
I also feel like I would be wise to consider the case where the loader operator pushes the...
I understand that in some states they allow MSE designs with a bearing pressure greater than the bearing capacity, IF the contract agrees to build the wall to a height where the pressure and capcity are equal and then wait 30 days. From what I understand the assumed capacity is then increased...
I am NOT familiar with L-pile, but I have been shown a graph of "mobilized soil reaction vs. depth" for a large caisson.
The soil reaction is in lb/in.
Can someone explain to me in simple terms what this means?
I am used to dealing with psi or psf, such as that caused by active earth...
FixedEarth: Perhaps I am missing the obvious, but how did you convert the shear and moment in an drilled caison into a 950psf strip load?
Please be as detailed as you can in your explaination.
Otherwise, the program you use looks pretty slick.
I appreciate everyone's input on this.
Fixed Earth:
Here is a simple drawing of the section. (no soils data yet)
The tower foundation diameter is 7ft. The Soldier Pile pier diameter is open for adjustment. Your comment about the factor of 3 only being applied to the soldier pile pier is understood, but I agree with DCarr8775 that...
dcarr82775- Thanks for your input. You assumptions about my sitution seem correct and your comment about Broms using uniform resistance is helpful. I hadn't used Broms in the past and didn't note the niform assumption.
The struggle now is determining how exactly to transmit those loads...
I am working on a soldier pile wall design that will retain a large transmission tower foundation. The foundation is 17 feet deep and 7 feet wide. There is a 4400K-ft moment a the top of the shaft in the direction of my wall, as well as a 62K horizontal force. I have a basic understanding of...
Has anyone started working with the LRFD code to do simple gravity wall designs? In my work so far it appears that eccentricity checks and bearing capacity checks come out similar to previous design methodologies, but I am running into some issues with sliding. Is anyone else finding it...
Thanks everyone.
I contacted NSBA/ AISC and they are helping me get rolling again. I think the reason it isn't easy to find is because they are reworking it for the newest LRFD code.
I am working on my first plate girder design and someone in my office told me to use a program called Simon Systems that was put out by the National Steel Bridge Association. I found the manual, but apparently our license has expired and I can't find any information about the software online...
