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RE: Single Plate Connection of Collectors Procedure

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Apparently not for situations like rigid vs. flexible wood diaphragms,
10/lw <= 1 , etc.

Regards,

Bill Allen, S.E. (CA 2607)

:-----Original Message-----
:From: Rick.Drake(--nospam--at)Fluor.com [mailto:Rick.Drake(--nospam--at)Fluor.com] 
:Sent: Tuesday, December 03, 2002 6:50 AM
:To: seaint(--nospam--at)seaint.org
:Subject: RE: Single Plate Connection of Collectors Procedure
:
:
:
:I would hope that building officials don't expect every 
:possible situation to be covered by a steel, concrete, timber, 
:masonry, or building code. Doesn't the PE stamp mean something?
:
:Rick Drake, SE
:Fluor Daniel, Aliso Viejo, CA
:
:*********
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:                      "Haan Scott M DPW                        
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:                      CIVIL ENGR(n)"             To: 
:seaint(--nospam--at)seaint.org                                              
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:                      <scott.haan@richardso                    
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:                      n.army.mil>                cc:           
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:                      12/02/02 04:59 PM                        
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:                      Please respond to          Subject:  RE: 
:Single Plate Connection of Collectors Procedure                
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:                      seaint                                   
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:Thanks.  It would be useful to try and add a code provision or 
:have something published.  Without something published, I 
:could see this holding up a permit.
:
:Scott Haan
:
: -----Original Message-----
:From: Carter, Charlie [mailto:carter(--nospam--at)aisc.org]
:Sent: Monday, December 02, 2002 7:57 AM
:To: 'seaint(--nospam--at)seaint.org'
:Subject: RE: Single Plate Connection of Collectors Procedure
:
:
:
:      >It seems that checking the bolts and the welds and bearing on
:      columns
:      >is relatively painless but how do you check block shear 
:at the bolt
:      holes
:      >on a shear plate that is loaded vertically and horizontally?
:
:
:      There is no codified approach to this. I would use an elliptical
:      interaction approach. That is, I'd calculate as follows. First,
:      calculate the thickness required to resist the shear 
:only in block
:      shear. Then, calculate the thickness required to resist 
:the tension
:      only in block shear. The total required thickness would 
:then be the
:      square root of the sum of the squares of those thicknesses.
:
:
:      Charlie
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