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# Re: Cutting off Bolts

• To: seaint-seaosc(--nospam--at)mail-list.com
• Subject: Re: Cutting off Bolts
• From: Tj Fu <tzujfu(--nospam--at)gmail.com>
• Date: Sat, 25 Apr 2015 06:53:44 -0400
• List-subscribe: <mailto:SEAINT-SEAOSC-on@mail-list.com>

```Joe,

To find the point of transition from pinned to moment (% of fixity) of any
connection, I will take the following steps.

1.    1. Calculate the beam end rotation under pinned (no moment) condition
- assume "A" degrees.

2.    2. Determine the tension of the out-most bolt.

3.    3. Calculate the degree of rotation due to elongation of the bolt -
assume "B" degrees.

4.    4. % of fixity = (A - B) / A

5.    5. Design moment = 100% fixed moment x % of fixity

6.    6. Recalculate the tension of the out-most bolt if necessary.

TJ Fu

On Fri, Apr 24, 2015 at 3:55 PM, Jim Getaz <jgetaz(--nospam--at)shockeyprecast.com>
wrote:

> Joe,
> As you imply, pinned connections and moment connections
> are a continuum,
> not the ideals we learned in school. Check to see how much moment the
> connection can carry then see if the column can handle it. You might want
> to repeat that from the other direction and ensure that the column and
> beams
> at the connection will not try to transfer more moment through the
> connection
> than it can carry. Jim Getaz
>
> -----Original Message-----
> From: seaint-seaosc(--nospam--at)mail-list.com [mailto:seaint-seaosc(--nospam--at)mail-list.com] On
> Behalf Of Joe Venuti Sent: Friday, April 24, 2015 3:41 PM
> To: seaint-seaosc(--nospam--at)mail-list.com
> Subject: RE: [SEAINT-SEAOSC] Cutting off Bolts
>
> Gary/Andrew
>
> Seem like if I design for the bolt tension and shear capacity that would

Truncated 924 characters in the previous message to save energy.

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