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RE: Axial Tension in Masonry

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In my opinion you should have reinforcing to resist the tension in your
example.

Ed Marshall,
Simons Engineering
Atlanta

> -----Original Message-----
> From:	Michael D Zaitz [SMTP:mzaitz(--nospam--at)surfsouth.com]
> Sent:	Friday, July 31, 1998 1:54 PM
> To:	seaint(--nospam--at)seaint.org
> Subject:	Axial Tension in Masonry
> 
> Think about this one,
> 
> The masonry code ACI 530 does not allow masonry to resist axial
> tension. 
>  Any strength in axial tension is neglected.  Now the problem.  TAke a
> 
> 60 ft x 30 ft CMU wall structure with trusses spanning the 30 feet.
> If 
> you have a low pressure, say 15 psf for net uplift, that would give a 
> force of 225 lbs per foot of wall.  Typically a bond beam is provided
> at 
> the top of the wall for anchoring a plate to allow anchorage of the 
> trusses and would weigh approxiamtely 60 lbs per foot.  Now we have
> 225 - 
> 60 = 165 lbs of force remaining.  How would you resist this force 
> considering axial tensile strength is neglected?  Typically in south 
> georgia (not at the coast)  additional anchorage is not provided.  
> Recently we have been adding vertical reinforcement in the wall taking
> it 
> as far down as needed to get the required dead weight (of course 
> contractors have complained.)  Any ideas?
> 
>