Both methods produce similar results with concrete breakout strength of an anchor in shear controlling. I am attempting to design the anchor bolts for these loads using ACI Appendix D and HILTI PROFIS software. The controlling load case for lateral loads at the top of the piers is around 85 kips (LRFD), and the controlling load case for uplift is around 22 kips (LRFD). I also got preliminary loads from a local PEMB manufacturer to confirm what I modeled and their results are fairly close to mine. I modeled a building frame to give me an idea of what the loads will be at the top of the piers. Up to now, I have never been involved in a PEMB project, but the way I understand it is I design the foundations (piers, foundation walls, footing) and the PEMB folks design everything above. The organization I work for would like to build a pre-engineered metal building at one of our facilities.
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