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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: Harold Sprague <harold.sprague(--nospam--at)neenan.com>
- Date: Tue, 23 Feb 1999 18:01:48 -0700
I believe Tom Murray and Krishnamurthy explored this with bolted end plates. Check out AISC Design Guide 4. Regards, Harold Sprague -----Original Message----- From: James_F_Fulton(--nospam--at)RohmHaas.Com [mailto:James_F_Fulton(--nospam--at)RohmHaas.Com] Sent: Tuesday, February 23, 1999 2:56 PM To: seaint(--nospam--at)seaint.org Subject: Hanger Connections-Effective Flange Width 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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