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RE: Hanger Connections-Effective Flange Width

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I don't know of a code or spec provision that covers this, but I'd limit 
the effective width to the gage between the bolts (i.e., a 45-degree spread 
in both directions). That's what is in the AISC 2nd Edition LRFD Manual 
(page 11-10).


On Tuesday, February 23, 1999 4:33 PM, James F Fulton 
[SMTP:James_F_Fulton(--nospam--at)RohmHaas.Com] wrote:
> In a hanger connection to bottom flange of WF beam, where the bolt 
> along the length of the beam is "not close", what is the effective width 
> the beam flange (along its length) used to calc the section modulus at 
> fillet ? This section modulus would then be used to calc the (transverse) 
> bending stress in the flange corresponding to the bolt load times 
> the distance from the bolt to the fillet. (The one-half occurs since it 
> normally assumed in this particular problem that the flange deforms as a
> clamped-clamped beam rather than a pure cantilever.) One thought is to 
> the eff. width is equal to the width of the nut (across the flats) plus 
> the distance where a 30 deg. line drawn on each side of the nut projects 
> the beam web. If denote "e" as the distance from the bolt centeline to 
> fillet, then the effective width for the section modulus is nut width + 
2e x
> tan 30 deg. = nut width + 1.15e.
> Is there either a code specified rule or recommended practice for this 
calc ?
> I understand about having to consider prying too, but my question here is 
> just restricted to the effective width issue.
> Thanks,
> Jim Fulton