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# LRFD and Steel Plates

• To: <seaint(--nospam--at)seaint.org>
• Subject: LRFD and Steel Plates
• From: "David Maynard" <davemaynard(--nospam--at)ceincorp.com>
• Date: Wed, 9 Mar 2005 14:37:58 -0700

```Need a quick answer to this one.

I am designing a plate member in bending, which would consitute as a
rectangular bar under LRFD Spec. F1.2b.

I am looking at calculating Mcr, an equation that I don't really like
because it gives you no resulting force component of the dimensioned value.
All the terms used to calculate are a linear dimension.  There is no mention
of the force component, which is likely taken in the 57000 portion of the
calculation.  Assuming I convert everything to inches, and I ran this
calculation, would would the resulting value be?  Is it Inch-Pounds or
Inch-Kips?

Normally, this isn't a problem when I would need this value.  That is, until
now.  Thanks for the assistance.

Dave Maynard, PE
Gillette, Wyoming

> -----Original Message-----
> From: Dickey, David [mailto:David.Dickey(--nospam--at)mhgrp.com]
> Sent: Wednesday, January 26, 2005 8:23 AM
> To: seaint(--nospam--at)seaint.org
> Subject: Arched Roof C&C Wind Loads
>
>
> I think most people did not receive my original question.  Here is a
> repost:
>
> > In Figure 6.8 of ASCE 7-02 (the same information is also in Table 6.8
> > of ASCE 7-98), main wind force resisting pressure coefficients are
> > shown for arched roofs.  Footnote #4 says that for all areas of the
> > arched roof other than the perimeter, components and cladding loads
> > should be the MWFRS loads shown in the table multiplied by 0.87.
> >
> > Can anyone explain why components and cladding loads for arched roofs
> > are less than MWFRS loads?
> >
> > The commentary doesn't say much about it other than the data has
> > remained unchanged since 1972, so I seriously doubt that it's a typo.
> >
> > Thanks,
> >
> > David Dickey
> > Lexington, KY
> >
> >
> >
> >
> >
> >
>
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