Jump to content


Photo

EBF Beam/Col to brace conn.

AISC 341

2 replies to this topic

#1 McEngr

McEngr

    Chief Engineer

  • Charter Member
  • 1,239 posts
  • Gender:Male
  • Location:Oregon
  • Interests:5k, 10k, 13.1, 26.2, Taylor Guitars, College Football
  • Discipline:Structural

Posted 27 March 2012 - 11:42 PM

Has anyone questioned why the beam reaction reduces the brace reaction on page 3-141 of the AISC 341? It's a quantity of like 136 kips on the brace and 36.5 kips on the beam upwards. I don't think I understand the mechanism being considered.

Thanks.

#2 McEngr

McEngr

    Chief Engineer

  • Charter Member
  • 1,239 posts
  • Gender:Male
  • Location:Oregon
  • Interests:5k, 10k, 13.1, 26.2, Taylor Guitars, College Football
  • Discipline:Structural

Posted 27 March 2012 - 11:43 PM

Clarification: the brace has 418 kips, but the corresponding shear in the gusset plate to column is 136 kips and later on in the example, they reduce this reaction by counteracting the beam reaction. This makes no sense to me if you look at page 3-140.

#3 dakota_79

dakota_79

    Project Manager

  • Senior Member
  • 122 posts
  • Gender:Male
  • Discipline:Structural

Posted 02 April 2012 - 03:15 PM

Good catch McEngr. I'm stumped, too. The problem seems to have dead and live load acting upwards.





Also tagged with one or more of these keywords: AISC 341

0 user(s) are reading this topic

0 members, 0 guests, 0 anonymous users

=