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Thanks for the response Mike. In other words, if I don't use the seismic joint and use concrete walls in the garage to take all the loads, then I do not have to have the seismic joint, am I correct? If so, I'd rather to take the approach to avoid using seismic joint.

When do I have to have a seismic joint? I have wood apartment all around the core concrete parking garage, do I have to have the seismic joint between the apartment and garage? Please advise. Thanks.

Thanks a lot ishvaaag. The yield fuse concept is really helpful.

substituting eq.(14-5) for delta-u into Eq.(14-4) results in eq.(14-6). Eq.(14-5) is given by empirical formula, no need to be derived.

It is good, but very simple. It doesn't work for moments, eccentric load etc. Thanks for sharing though.

I don't see the chance of D.3.3.4 will happen for most of post-installed anchors. Then the choice will be to use either D.3.3.5 or D.3.3.6. I'm a little bit confused about the attachment ductile yielding if I use D.3.3.5. What's the definition of that? The attachment, not the anchor bolt, not...

Nobody answered my question. Why the depth limits at 12', what's the phylosiphy implied by the depth limitation? Is it possible that in the reality, the embedment depth will be needed much larger than 12'?

I'm a little bit confused that why the eq.18-1 (for nonconstrainted case) limits the embedment depth of 12'? Does that mean the max. embedment depth is only 12'? If look further in the notes area of 1805.7.2.2, there is no limit for the embedment depth d for constrained case, why is that...

Thanks again for your input StructuralEIT. it applies for large Ca1, or else Ca2 or ha will be larger than 1.5Ca1, which is not the case. Double the perpendicular case from D6.2.1(c) is quite good another way to get the value of parallel case. Which means basically we can get 2 sets of value...

Thanks a lot StructuralEIT. That means 3 edges only applies to the very small Ca1(corner or edge cases), where Ca1 is less than ha/1.5. In the majority cases when the group of anchor is placed in the middle of slab, Ca1 is much larger than ha(say infinite), the capacity will increase a lot by...

Thanks structuralEIT. What did ACI318-08 say? Sorry I don't have the copy. Thanks.

RD6.2.4 indicates that a group of anchor is influenced by 3 or more edges where any edge distance is less than 1.5*Ca1. My question is, when both Ca1 and Ca2 are huge, say Ca1 is 20 times of hef, however Ca2 in bothe sides are 10 times of hef, shall we strictly call this case as 3 edges...