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RE: 4 Way Flat Slab

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Can you redistribute negative moments in accordance with ACI 318-8.4?

> -----Original Message-----
> From: Daley, John [mailto:daley(--nospam--at)mcclier.com]
> Sent: Wednesday, March 22, 2000 9:59 AM
> To: 'seaint(--nospam--at)seaint.org'
> Subject: RE: 4 Way Flat Slab
> 
> 
> The city has floor load placards displayed on the floors and 
> also in their
> records department for a 250 psf live load.  That is what we 
> are basing our
> capacity on.  The drawings I do have indicate insufficient 
> reinforcement in
> the negative middle strip at the exterior bays when I run the ADOSS
> analysis.  We did have core samples taken and the reinforcing 
> steel strength
> came back at 60+ ksi.  If I do use 60 ksi in my ADOSS 
> analysis, everything
> works, however, I am hesitant to use 60 ksi in my analysis 
> since that steel
> grade was not commercially used in the 20's.  I have tried 
> searching for
> texts by Hool(e) and Klein on Amazon.com but have come up empty.
> 
> JD
> 
> -----Original Message-----
> From: Jim Kestner [mailto:jkestner(--nospam--at)somervilleinc.com]
> Sent: Wednesday, March 22, 2000 9:01 AM
> To: seaint(--nospam--at)seaint.org
> Subject: Re: 4 Way Flat Slab
> 
> 
> John:
> 
> The only way of evaluating the load capacity without 
> sufficient drawings
> is by load test. I believe there must have been some load 
> tests done in
> Chicago to prove that these systems met the Code back in that 
> era. Is it
> possible that that a load test was conducted on this 
> building? Does the
> city have any records going back that far? What is the cost (and risk)
> of conducting a new load test?
> 
> 
> Jim Kestner, P.E.
> Green Bay, Wi.
> 
> 
> 
> 
>