Need a book? Engineering books recommendations...

Return to index: [Subject] [Thread] [Date] [Author]

RE: Lap splices in retaining wall

[Subject Prev][Subject Next][Thread Prev][Thread Next]

I also suggested couplers and Barlock is exactly the website I suggested to the engineer.


Nevertheless, the wall is about 66” high from top of footing at the lowest area of the dock with a driveway adjacent on the high side, has #6 @ 8” o.c, dirt side, (seemed like big steel ratio for 8” block, particularly for a full stress design, but oh well…) the footing is 54” wide with a 6” heel on the dirt side. 


Seems to me I’ve got plenty of edge distance for an epoxied dowel fix of a #6 bar, (probably 8-10 inches, easy, which is, in most cases, better than a 1:1 embedment/edge ratio and for sure better than 1½ :1 spec’d for most epoxies.


But conceptually, the question is this:  does the epoxy dowel re-establish the bonded lap distance?


I’d think it would, but that’s why I got the A license and you folks got the S licenses.




From: Truitt Vance [mailto:Truitt(--nospam--at)]
Sent: Friday, February 16, 2007 10:59 AM
To: seaint(--nospam--at)
Subject: RE: Lap splices in retaining wall




Doweling the rebar alone wouldn’t “gain” lap splice as it wouldn’t be bonded, and epoxy might be problematic because of edge distances as your bar is probably close to one edge.   Check out, that is a more expensive fix but something like that will probably work for you.


Truitt Vance


From: Donald Bruckman [mailto:bruckmandesign(--nospam--at)]
Sent: Friday, February 16, 2007 10:42 AM
To: seaint(--nospam--at)
Subject: Lap splices in retaining wall



I got trouble.  I need advice. 

I have this project in NoCal.  Big box shopping center.  Here’s the problem.


In a 5 foot deep loading dock area, I have perimeter retaining walls.  Long story short, the concrete sub poured the footings too thick, (top of footing too high) and now the lap splices for the masonry portion of the retaining wall are insufficient.  


I suggested to the SE that we simply dowel the masonry steel into the top of the footing to regain the lap distance.  Somehow, 10 days later, (and I might add, incredibly, after explaining that I didn’t think butt welding new steel onto the ends of the embedded A615 was such a good idea), I still have no answer from the Architect or engineer.  


Is there some reason why my suggestion would not fix the problem?  


Sincerely Yours,

Lost my Heart, (and my pretty soon my O&P) in San Francisco



The information contained in the e-Mail, including any accompanying documents or attachments, is from Moffatt & Nichol and is intended only for the use of the individual or entity named above, and is privileged and confidential. If you are not the intended recipient, be aware that any disclosure, dissemination, distribution, copying or use of the contents of this message is strictly prohibited. If you received this message in error, please notify us.