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# RE: Single Plate Connection of Collectors Procedure

• To: <seaint(--nospam--at)seaint.org>
• Subject: RE: Single Plate Connection of Collectors Procedure
• From: Rick.Drake(--nospam--at)Fluor.com
• Date: Tue, 3 Dec 2002 06:49:34 -0800

```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

*********

"Haan Scott M DPW
CIVIL ENGR(n)"             To: seaint(--nospam--at)seaint.org
<scott.haan@richardso
n.army.mil>                cc:
12/02/02 04:59 PM
Please respond to          Subject:  RE: Single Plate Connection of Collectors Procedure
seaint
.....

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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