New code & anchor bolt calculations

[shacked]

The company that I work for does a lot of residential remodels, therefore new shearwalls need to be installed to replace the existing shearwalls that are being removed.

This new ACI cracked concrete code and all of the calculation is total BS.

So if I perform all the calculations that the new code requires based on the old edge distance & other values that worked before with Simpson SET epoxy, it does not work.

So are all the data and tests that Simpson did false? Is this a total academic formula that has no bearing on actual "real world" situations?

Any comments into the intent of ACI 318, 308 would be appreciated.

 

[sdz]

ACI 318 App D applies to Headed Anchors, not to epoxy anchors.
Properly validated manufacturer's data is still valid.

 

[rday]

shacked,

I agree w/ sdz. See D.2.2 in the 02 edition.

 

[shacked]

Ok, thanks. I did a little more research and the new icc es ac 308 testing code requires post installed epoxy anchors to be used in siesmic areas to be tested with cracked concrete. These are new testing procedures for siesmic applications.

I guess I had better learn what I am talking about before I shoot off my mouth.

 

[sdz]

"I guess I had better learn what I am talking about before I shoot off my mouth."

I haven't learned that yet

 

[RockEngineer]

"I guess I had better learn what I am talking about before I shoot off my mouth."

I had a little statue on my desk for over 20 years that my best friend in high school gave me at graduation. On the bottom it read
"Be sure brain is engaged before putting mouth in gear".

That is some of the best advice I ever received.

 

[Lion06]

Isn't the IBC going to the same kind of design equations for epoxy anchors that are currently used in ACI appendix D?
We recently had a rep from Hilti come in and give a presentation on it. It really kind of sucks. It is going to Strength Design with phi factors and different stuff. It's no longer taking a service load and making sure that is less than the ultimate strength /(divided by) some ungodly factor of safety.
It used to be pretty simple to pick an anchor out of their table........ not anymore.

 

[RVSWA]

This may warrant a different post but what solution is there when a contractor has a mis-located anchor and needs a retrofit, has anyone imagined a solution yet? I need to do some more research... The Simpson Rep was the one who warned us of the coming challenge.