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RE: Post-Installed Anchors - again

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Mark,
 
Nope! Seems like we are stuck with special inspection for all post-installed mechanical anchors, although if it were shear only and the unity factor was less than 50% you might be able to convince the building dept. to waive it, but probably wouldn't happen.
 
Larry, (again)
 

Date: Mon, 28 Jun 2010 09:51:14 -0700
From: markajohn(--nospam--at)yahoo.com
Subject: RE: Post-Installed Anchors - again
To: seaint(--nospam--at)seaint.org

Thanks for the replies.  The other PITA with all this is the requirement for continuous inspection in every ESR Report I've seen.  Anyone been able to get relief for that?

TIA
MJ

--- On Mon, 6/28/10, Larry Hauer <lhauer(--nospam--at)live.com> wrote:

From: Larry Hauer <lhauer(--nospam--at)live.com>
Subject: RE: Post-Installed Anchors - again
To: "Struct. Eng. Assoc." <seaint(--nospam--at)seaint.org>
Date: Monday, June 28, 2010, 7:12 AM

Mark,
 
I think you are right- but why go through the manual calculation when there are all of the free post-installed anchor software programs out there, (Hilti, Simpson, Powers)? They have made the codes so complicated that you are more likely going to miss something trying to do a hand calc than inputting bad info into a software program.
 
Larry Hauer S.E.
 
> Date: Fri, 25 Jun 2010 13:27:23 -0700
> From: markajohn(--nospam--at)yahoo.com
> Subject: Post-Installed Anchors - again
> To: seaint(--nospam--at)seaint.org
>
> I hate to bring this up again, but ....
>
> If I want to anchor some mechanical and electrical equipment to a concrete slab on grade for seismic (SDC E), I need to design the anchors for the design force times 1.3 (ASCE7 - bolts in concrete), 2.5 (ACI App.D for ductility) and 1/0.75 (per IBC; Ch. 14.2.2). In addition, there is special inspection.
>
> Is that all still correct? Is there any new development I'm missing? (I hope, I hope)
>
> thanks,
> Mark Johnson
>
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