BA and Csd72 are talking about the same animal, by slightly different names, in my way of thinking. Why not use helical (screw) piles immediately under the footing, and tied up into the footing for uplift, but also acting as added bearing cap’y. on the other side of the footing, depending on the direction of the moment. Also, tie rods across the bldg. btwn. piers on the same frame work wonders at solving this problem. You can’t reject all the solutions offered, and then ask, what’s the simplest solution, come on guys, what’s the solution.
BA..... You obviously don’t understand the code system and building official authority down here in the states these days. BO’s do have the authority and the power to negate or ignore the laws of physics and nature, you know things like gravity and buoyancy and the like in a flood plane. But, then they do insist that you get flood insurance. They just sign the variance and wave their magic wand, and it can be so, either at .6 or .7. That is until you get to court, and then they are no where to be found, and you can’t include them in the suit anyway, and the owner forgets he insisted you save him a few bucks. You keep trying to apply some common sense and conservative engineering judgement to the problem, and we can’t do that here any longer, the code must say so, it must be there someplace, in all it’s perfection and machinations. If they wanted a cheap building, their PEMB, then they may have to pay a little more for foundations to support it. And, it really shouldn’t cost SteelPE more, in given away engineering time, than they saved on the supper structure, to now save them a few more bucks on those foundations too. And, he shouldn’t stick his neck out a mile to save them those few bucks. Get on with it, an extra truck load of concrete per frame is less than we’ve spent on this thread!
