Retaining Wall Footing Constructed Wrong? 9

[XR250]

The contractor has the hook pointing toward the heel but add similar bottom bars to compensate. Is there a reason this is not OK?

 

[JLNJ]

Transmogrifies. Heh.

Somewhere Bill Watterson is smiling.

 

[JoshPlumSE]

To my knowledge, ACI only really addresses moment joint resistance in the context of beam to column joints. There are entire ACI publications dedicated to the topic, as you surely know. And in none of them, anywhere, will you see anything like the sketch below.

True. Once, you really get into moment frame detailing (especially for seismic ductility) you would never WANT to do your detailing that way.

However, when we're talking about foundation pedestals you will often see contractors request to kick the reinforcement out like that. I think it's just easier for them to avoid "congestion" in the joint.... really it's just a desire to keep it simpler / cheaper for them to lay the bars. Especially when the bars get larger.

As long as you're not relying on this connection for much in the way of ductility, my company never really saw a problem with that. But, those were some odd (very short and very squat pedestals) that we were doing. Celt's post of the older test report summary is making me re-think what my old company did. I might have to dig up our old standards and project drawings (if I still have any), and see if I'm remembering them correctly. BTW, star to you Celt for that excellent post and follow ups.

 

[ALK2415]

@ Celt83
Dear Friend,
how i could get the old 1950-1990 digital versions of ACI JOURNAL OF THE STRUCTURAL DIVISIONS ?
for academic purposes ...
here some good references :
Link
Link
Link

 

[ALK2415]

Kootk put it nicely [from the previous thread]

 

[Brad805]

I was trying to replicate the study results from the Nilsson Study in a model, but it is not correct yet. While researching I came across the study below that might interest some. Chapter 3 has some images from the original Nilsson study and might be of interest to others. I thought I would post the link.

Saki Retaining Wall Thesis

 

[JLSE]

......... consider where the compression zone in the footing is ..... Is the bar locked into a compressed zone for the full hook development length? If not, its not okay. If its in a tension zone.... it will not be locked in.

 

[Teguci]

Yes, let's start up that old debate - lol.

 

[TLHS]

I check bars with short development lengths into slabs with Appendix D style checks some of the time now and look for alternate load paths if it doesn't make me happy. I definitely have a paper with testing showing that Koot's last sketch is a reasonable failure mechanism in some cases.