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RE: Minimum steel connections

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Isn't there a "two bolt minimum" specification somewhere?

Just a thought,

Bill Allen, S.E. (CA #2607)
ALLEN DESIGNS
Laguna Niguel, CA
http://www.AllenDesigns.com 

||-----Original Message-----
||From: Rick.Drake(--nospam--at)fluor.com [mailto:Rick.Drake(--nospam--at)fluor.com]
||Sent: Thursday, July 06, 2000 10:14 AM
||To: seaint(--nospam--at)seaint.org
||Subject: Re: Minimum steel connections
||
||
||
||
||Per the ASD Specification, the 6 kip unfactored load can be 
||resisted by one 5/8"
||A307 bolt in tension or two 5/8" A307 bolts in shear.  (You 
||get the same answer
||using the 10 kip factored load in the LRFD Specification.)  
||These do not seem
||like unreasonable minimum connectors.
||
||Rick Drake, SE
||Fluor Daniel, Aliso Viejo, CA
||
||*******************************
||
||
||
||
||
||"Jason Emoto" <jasone(--nospam--at)kpff.com> on 07/06/2000 09:15:49 AM
||
||Please respond to seaint(--nospam--at)seaint.org
||
||To:   <seaint(--nospam--at)seaint.org>
||cc:
||
||Subject:  Minimum steel connections
||
||
||AISC ASD specification section J1.6 calls for steel connections to be
||designed to support a minimum load of 6 kips (LRFD section 
||J1.7 specifies 10
||kips).  Lacing, sag bars and girts are excepted from this 
||requirement.  Are
||there any other exceptions explicity given?
||
||Suppose a canopy connection (within the scope of sructural 
||steel as defined
||by specification section A2.1 and Code of Standard Practice 
||section 2.1)
||supports a load of 600 lb.  It seems like overkill to design 
||the connection
||for ten times this force.
||
||Jason Emoto, P.E.
||
||
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