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RE: Cold-formed corrugated

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I think that, in theory, you should be able to design for R=1.0 and not
worry about classification, but the best place I've found for a "catch all"
is Table 15.4-2 at the very bottom. I know this is for non-building
structures, but the last item seems to catch just about everything that
doesn't fall into a specific category and is in the spirit of R~1.0.

Better yet, I believe you could use Table 12.2-1 item A.14 with an R=2, but
Section 14.1 might jump up and bite the OP.

 
T. William (Bill) Allen, S.E.
ALLEN DESIGNS
Consulting Structural Engineers
 V (949) 248-8588 ? F(949) 209-2509

-----Original Message-----
From: Drew Morris [mailto:dmorris(--nospam--at)bbfm.com] 
Sent: Tuesday, March 17, 2009 2:36 PM
To: seaint(--nospam--at)seaint.org
Subject: Re: Cold-formed corrugated

Bill, I'm not sure about the R=1.25. Where does that come from. 
Otherwise I agree with your comment on designing per ESR 3056.

Bill Allen wrote:
> Drew -
>
> Couldn't he (the OP) design based on R=1.25? I bet wind governs. If so, he
> could then determine the diaphragm and SW capacities based on ICC ESR
3056,
> right? Sure, he may have to add/replace fasteners, but that's better than
> building a new wood SW inside (and providing the requisite connections).
>
> Just my two cents.
>
>  
> T. William (Bill) Allen, S.E.
> ALLEN DESIGNS
> Consulting Structural Engineers
>  V (949) 248-8588 ? F(949) 209-2509
>
> -----Original Message-----
> From: Drew Morris [mailto:dmorris(--nospam--at)bbfm.com] 
> Sent: Tuesday, March 17, 2009 12:05 PM
> To: seaint(--nospam--at)seaint.org
> Subject: Re: Cold-formed corrugated
>
> I don't believe there are any assemblies of this type that are in the 
> IBC. I think you can design the building using a R=3 if you are in SDC B 
> or C, see ASCE 7-05 Table 12.2-1. You would need some test reports for 
> the allowable shearwall values.
>
> Gordon Goodell wrote:
>   
>> I have a client who wants to use an ?unengineered agricultural 
>> building? made of cold-formed steel as most of the envelope for a 
>> large woodshop. I have my roof diaphragm problems solved, because it?s 
>> being furred out & covered w/ plywood (underside). Does anyone have 
>> experience using corrugated metal for shearwalls? It seems like the 4 
>> ½?, 20ga corrugated partition panels supplied with the kit should have 
>> a lot of shear resistance if connected properly. If I could prove it, 
>> it would be a shame to require wood shearwalls to be built right 
>> beside them.
>>
>> thanks,
>>
>> Gordon Goodell
>>
>>     
>
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