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Difference between PCI and ACI318 APP-D in Concrete Inserts design
4

Difference between PCI and ACI318 APP-D in Concrete Inserts design

Difference between PCI and ACI318 APP-D in Concrete Inserts design

(OP)
Dear All,

Can anyone tell me when to design the concrete inserts with PCI or ACI318 appendix D?

Which of them is more common/credible in anchorage design.

me question rises from the fact I found a difference in calculation of shear capacity when shear is parallel to edge


Regards

RE: Difference between PCI and ACI318 APP-D in Concrete Inserts design

I consider 318 to be more credible for general anchorage principles. However, if I'm designing an actual precast connection with a common precast connector, I'll use PCI's methods. They've done a lot of testing on the precast connectors and have a long history of successful connections in the field.

What are you connecting and what kind of connector are you thinking of using? Which method gives the higher capacity?

I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough that I want to either change it or adopt it.

The greatest trick that bond stress ever pulled was convincing the world it didn't exist.

RE: Difference between PCI and ACI318 APP-D in Concrete Inserts design

To somewhat echo KootK, PCI seems to have good common sense engineering practice, while ACI has more high powered research. PCI is much easier to calculate and apply. But where Appendix D is adopted, it is the law.

RE: Difference between PCI and ACI318 APP-D in Concrete Inserts design

I agree about having to use Appendix D where adopted. I also like using tables such as from PCI. The only way around App D I can think of is if the PCI testing that has been done would satisfy ACI App D testing requirements such as what is done for post installed anchors. But I don't know if that testing alternative to App D calculations is permitted for cast in anchors.

RE: Difference between PCI and ACI318 APP-D in Concrete Inserts design

I like to embed a cmu in my foundation around my anchor bolts so I can use the Masonry Code for my anchors and bypass App D.

RE: Difference between PCI and ACI318 APP-D in Concrete Inserts design

Buggar,

Interesting idea, care to elaborate on the modifications to the design to accomodate that?

I see it working I'm just not totally sure what kind of things you would take into account.

Do you consider friction between the CMU and the remaining concrete?

RE: Difference between PCI and ACI318 APP-D in Concrete Inserts design

I think that Buggar's comments may have just been a little APP D humour. If not, I can't wait to hear more...

I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.

RE: Difference between PCI and ACI318 APP-D in Concrete Inserts design

That's why I asked :)

RE: Difference between PCI and ACI318 APP-D in Concrete Inserts design

It's App D cynicism.

It used to be punishment in an engineering office to have to review shop drawings. Now it's designing anchor bolts.

RE: Difference between PCI and ACI318 APP-D in Concrete Inserts design

Consider that detail pilfered. Haha. and forwarded around the office.

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