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RE: Hanger Connections-Effective Flange Width

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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