SEIT,
From what I've seen of your posts/comments and questions here, I have to agree with Strucguy on your apparent capabilities.
First, I would recommend that you take an SE I practice test (Sample questions and Solutions that you can order from NCEES website). I found this to be the most...
A couple of comments...
I agree with EIT's first comment about rot - the most likely culprit.
The typical wood piles have their taper such that the top is a larger diameter than the bottom (tip)... although I've see a few telephone poles that I'd exclude from this.
Combine this with the fact...
Let's first address the situation where the angles are considered to be infinitely stiff.
The the reactions will then be M/(d + ~2g) -- I use approximately because of the compression reaction need not be located at the bolt centroid, but it is easiest to talk about it as if it does.
The shear...
There must always be some element that picks up the tension that is normally carried by a continuous chord. If you are depending on the shear wall to transfer 'chord tension loads' (for lack of better terminology) to the foundation, then you are assuming that the foundation is going to provide...
