The hairpin has two purposes; one is to get the thrust into the slab. The other purpose of the hairpin is so the thrust is not taken out in shear at the anchor bolts, The detail shown relies on shear at the anchor bolts. Sometimes the back pair of anchor bolts is too near the edge of the...
I need to calculate seismic reactions for some silos and bins that will be used to store grain. Can anyone recommend a good book or other resource for this. I may also be interested in some software specifically for bins and silos. Does anyone know of any?
jjl317 - That's a good point, especially the money grab comment. Between my partner and I we are licensed in around 35 states. Between the licenses fees, registered agents, and the C of A's it costs us a fortune to do business. My favorite fee is the
"Privilege Tax" levied by TN. I think...
Only a small fraction of licensed engineers take the SE. Even only a small portion of practicing structural engineers take the SE. We will soon have many individuals with an engineering license, some designing structures, who have not passed an experienced based exam. That's kind of...
In my state engineering graduates can now take the PE exam any time after graduation, and they aren't required to have 4 years experience. After passing the exam and gaining 4 years experience they can become licensed. So the PE exam is no longer an experience based test. I have been told that...
I agree w/ jayrod regarding bearing. The messy thing for me is when the joists are parallel to the wall. In that case I use blocking for a couple of spaces between the joists to transfer the reaction from the top of the wall into the diaphragm.
We have a client who is going to start working in Indiana, and we would like to work with him. Does Indiana require a firm to have a C of A? I can't find anything on their website. The person that I spoke with at the board doesn't know what I'm talking about, and referred me to the Sec. of...
Regarding vertical deflection; The allowable deflection is a function of the caulk joint. The max deflection should be limited to about 1/2 the caulk joint. The curtain wall designer will set the caulk joint based upon the deflection of the head condition. If the caulk joint gets too big they...
ACI recommends a strip 12t at the jambs of openings of tilt up walls. That seems a little much for my application, but maybe a good start. Maybe something like 6t or 8t?
I am designing an outrigger that will frame into an ICF wall. I will need to design a reinforced vertical strip of the wall to resist the moment induced by the outrigger. I think that I recall that the width of the strip should not exceed 3X the wall thickness, but I can't seem to locate that...
I have some really messy slab on grade projects coming up. Lots of heavy line and point loads with the slab changing thickness. I am considering trying spMats. Has anyone else used this software? I have FEA programs, but I am hoping to find a better alterative. Thanks.
If I were doing this, I would generate a moment diagram by hand. From that I would determine the moment at each location where Fb changes. At each of these locations determine
fb = M/S and compare that to Fb. If you need to check deflection, that may be a bit more tricky since the "E" will...
Slump is a measure of workability. It's also an indication that there is more water present than you may want. You seem good as far a strength goes, but the additional water may result in more plastic shrinkage cracking than you want. I usually check slump before the concrete is placed. That...
Thanks for all of the good responses. After looking into this a bit, I think the chemical that's causing the problem is ammonia, but I will need to verify. Has anyone heard of ammonia exposure causing this? I have looked into HDG steel and SS as a fix, but I am seeing some conflicting...
