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Re: Minimum steel connections

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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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