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RE: Hanger Connections-Effective Flange Width
[Subject Prev][Subject Next][Thread Prev][Thread Next]- To: "'seaint(--nospam--at)seaint.org'" <seaint(--nospam--at)seaint.org>
- Subject: RE: Hanger Connections-Effective Flange Width
- From: Charlie Carter <carter(--nospam--at)aiscmail.com>
- Date: Tue, 23 Feb 1999 16:36:57 -0600
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). Charlie 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 spacing > along the length of the beam is "not close", what is the effective width of > the beam flange (along its length) used to calc the section modulus at the > fillet ? This section modulus would then be used to calc the (transverse) > bending stress in the flange corresponding to the bolt load times one-half > the distance from the bolt to the fillet. (The one-half occurs since it is > normally assumed in this particular problem that the flange deforms as a > clamped-clamped beam rather than a pure cantilever.) One thought is to say > the eff. width is equal to the width of the nut (across the flats) plus twice > the distance where a 30 deg. line drawn on each side of the nut projects to > the beam web. If denote "e" as the distance from the bolt centeline to the > 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 > >
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