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Re: z factor for crack control[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: seaoc(--nospam--at)seaoc.org
- Subject: Re: z factor for crack control
- From: TVDEsq(--nospam--at)AOL.COM
- Date: Thu, 14 Aug 1997 01:27:56 -0400 (EDT)
In a message dated 97-08-12 12:35:47 EDT, you write: << it is still an open debate about what is an acceptable crack width before needing repair. >> For one thing, if you get 0.0207, then the rebar is yielding and you know there is a structural problem. Before anyone panics, keep in mind that the crack surface is often larger than the actual crack inside where the reinforcement is, so don't jump to conclusions. It takes a bit of judgement, and therefore I suggest some latitude in assessing what should be an acceptable crick width. Also, lets keep in mind that the crack width is just one piece of the equation: factor in the actual exposure and other site-specific conditions. Also, how is the structure going to be maintained? There's also the liability for designers defending the cracks in their project - and there will always be cracks - against those who might find it convienent to mis-represent what significance the cracks really have. That's scary. However even more scary is, as Bill indicates, when service performance is ignored. That goes for not only the designer but also for those who supposedly take care of the structure once it's built. Maybe there's some people out there who could relate some interesting experience in repairing damaged concrete buildings.
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