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RE: Minimum steel connections

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I believe this is an OSHA requirement, not AISC.

Brian K. Smith, P.E.

> -----Original Message-----
> From: Paul Feather [mailto:pfeather(--nospam--at)san.rr.com]
> Sent: Thursday, July 06, 2000 3:33 PM
> To: seaint(--nospam--at)seaint.org
> Subject: Re: Minimum steel connections
>
>
> I don't believe there is a specific two bolt minimum requirement per code,
> but it simply makes sense.  When the steel member is swung into position,
> the erector needs one hole for the spud wrench to capture and align the
> pieces and at least one other hole to install a bolt and "make".  Even if
> the bolts are only an erection aid for a welded connection two
> bolts ea. end
> should be the minimum.
>
> Paul Feather
> ----- Original Message -----
> From: Bill Allen <Bill(--nospam--at)AllenDesigns.com>
> To: <seaint(--nospam--at)seaint.org>
> Sent: Thursday, July 06, 2000 10:36 AM
> Subject: RE: Minimum steel connections
>
>
> > 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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