Effect of deep piers on house slabs on reactive sites
Effect of deep piers on house slabs on reactive sites
(OP)
Need help here guys.....If I have a large concentrated uplift force, say 10t, in a house built on a reactive clay site, where one would need to allow for this amount of tiedown with a bored pier say, how will this pier influence the slabs ability to perform as a free floating ductile element? Wouldn't the deep pier effectively "lock" down the slab in the immediate area, therefore restricting the slabs free movement and hence creating unwanted stresses in the house elsewhere if say the surrounding ground swelled, causing cracking??? But if we leave the pier out, then the slab doesn't have close to the required tie down capacity needed to hold down 10t. What are my options???





RE: Effect of deep piers on house slabs on reactive sites
RE: Effect of deep piers on house slabs on reactive sites
RE: Effect of deep piers on house slabs on reactive sites
RE: Effect of deep piers on house slabs on reactive sites
RE: Effect of deep piers on house slabs on reactive sites
Another alternative is to use PT slab and make an allowance for your 20 kip uplift load by using the tiedown you mentioned. You would still need to isolate any footing or grade beam that sits on this tiedown by using a void box. Then suspend your slab.
I have a patent pending system which eliminates piers and PT slabs for lightly loaded structures on expansive soils. It is applicable for swelling pressure up to 25 ksf. You would need to proportion the isolated footing to take the uplift load with our system.( for example a 10 x 10 x 1.5 footing) See here: http://www.foundeng.com/patents.html
RE: Effect of deep piers on house slabs on reactive sites
RE: Effect of deep piers on house slabs on reactive sites
RE: Effect of deep piers on house slabs on reactive sites