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RE: Cutting off Bolts

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Seem like if I design for the bolt tension and shear capacity that would be
okay.  But where can I find info on the point of transition from pinned to
moment on this connection ?

Joe Venuti

-----Original Message-----
From: seaint-seaosc(--nospam--at) [mailto:seaint-seaosc(--nospam--at)] On
Behalf Of Andrew Kester
Sent: Friday, April 24, 2015 6:49 AM
To: seaint-seaosc(--nospam--at)
Subject: Re: [SEAINT-SEAOSC] Cutting off Bolts

Since roof beams are rarely loaded with live load, as Gary pointed out with
crane beams, I would not worry too much about cyclical loading. The concern
I would have (as others have noted) is if you have modeled that connection
as pinned, you have to be careful you don't make it a moment connection by
over-welding it. The length of the top plate and the thickness would factor
into that also, in terms of top plate restraint and transferring bending
forces into your column. Perhaps you can check it as a moment connection and 
 then turn it into one if it checks out.

On Fri, Apr 24, 2015 at 7:58 AM, Gary L. Hodgson and Assoc. <
design(--nospam--at)> wrote:

> Joe,
> The situation depends more on the loading conditions of the beam.  I
> was recently asked if a runway beam cantilevering over a column could
> be welded rather than bolted.  The answer was no because the crane
> passing over the col causes a stress reversal due to the cantilever
> with uplift acting on the welds.  Is your beam subject to cyclical
> loads, e.g. wind, moving loads such as traffic (foot or vehicle).  Is
> it indoors or outdoors as welds tend to rust faster due to some oxygen

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