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RE: Minimum steel connections

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• To: <seaint(--nospam--at)seaint.org>
• Subject: RE: Minimum steel connections
• From: "Bill Allen" <Bill(--nospam--at)AllenDesigns.com>
• Date: Thu, 6 Jul 2000 14:04:27 -0700
```Maybe that's why I practice "two bolt minimum". I cut my teeth on steel
design while working for a steel fabricator :o).

Regards,

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

||-----Original Message-----
||From: Paul Feather [mailto:pfeather(--nospam--at)san.rr.com]
||Sent: Thursday, July 06, 2000 1:33 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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```