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RE: Cutting off Bolts

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		As you imply, pinned connections and moment connections are a continuum, 
not the ideals we learned in school. Check to see how much moment the 
connection can carry then see if the column can handle it. You might want 
to repeat that from the other direction and ensure that the column and beams 
 at the connection will not try to transfer more moment through the connection 
 than it can carry. Jim Getaz

-----Original Message-----
From: seaint-seaosc(--nospam--at) [mailto:seaint-seaosc(--nospam--at)] On 
Behalf Of Joe Venuti Sent: Friday, April 24, 2015 3:41 PM
To: seaint-seaosc(--nospam--at)
Subject: RE: [SEAINT-SEAOSC] Cutting off Bolts


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

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