Need a book? Engineering books recommendations...

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

Re: Stepped Bond Beams

[Subject Prev][Subject Next][Thread Prev][Thread Next]
Not to be difficult, but what would be the advantage to developing the vertical bars fully within the bond beam? Except for possible exception of the ends of fully-loaded shear walls, the maximum tensile stresses should occur near the center of the walls when resisting transverse wind loads. Is there something I'm not thinking of, or is this primarily a belt-and-suspenders, maximum strength everywhere wall design technique?


Harold Sprague wrote:

As was suggested, the US Army Corps of engineers prefers to have a continuous bond beam at the top of a wall even if the top of the wall slopes. This requires cutting the course below the bond beam to accommodate the slope. I would suggest that the top bond beam be 2 courses tall. This would allow the development of the vertical rebar in the 16" deep bond beam as opposed to trying to develop the vertical rebar in an 8" bond beam. The vertical rebar should terminate with a hook in the top of the bond beam.

Use the normal high slump grout in the vertical cells, but (depending on the slope and the grout slump) you may have to use a low slump grout in the bond beam. As I usually preach, use the knock out type of bond beams.

Harold Sprague

******* ****** ******* ******** ******* ******* ******* ***
*   Read list FAQ at:
* * This email was sent to you via Structural Engineers * Association of Southern California (SEAOSC) server. To * subscribe (no fee) or UnSubscribe, please go to:
* Questions to seaint-ad(--nospam--at) Remember, any email you * send to the list is public domain and may be re-posted * without your permission. Make sure you visit our web * site at: ******* ****** ****** ****** ******* ****** ****** ********