Eng-Tips is the largest engineering community on the Internet

Intelligent Work Forums for Engineering Professionals

Register Log in
  • Congratulations waross on being selected by the Eng-Tips community for having the most helpful posts in the forums last week. Way to Go!

Cap plate moment connection in IMF/SMF? 1

Status
Not open for further replies.
NewbieInSE

NewbieInSE

Structural
Dec 19, 2019
234
BD
Dear Engineers,
Is cap plate moment connection allowed in Intermediate or Special SLRS?
The codes only discuss Moment End Plate connection when talking about beam to column connection.

cap_plate_con_quovrx.png

Figure is taken from the internet.
 
Replies continue below

Recommended for you

Sort by date Sort by votes
Intermediate and Special moment frames require pre-qualified connections that have been tested and proven to provide the required performance. The easiest way to satisfy the requirement is to pick a pre-qualified connection from AISC 358. You are also allowed to do project-specific testing, but this will rarely be the economical choice.
 
Upvote 0 Downvote
Thanks OldDawgNewTricks and HTURKAK.
@HTURKAK, but it's not a prequalified connection. We have sheds where we want to use moment-resisting cap plates where applicable (when rafter or beams run over wind-columns or others). What is the logic behind it being permissible to use, pls share your thoughts?
 
Upvote 0 Downvote
This is a bolted end plate moment connection, just turned 90 degrees. Right?

However, because one of the members is an HSS, this would not be a pre-qualified connection suitable for SMF.

That being said, it could certainly be an OMF. I believe the connection is covered in one of the examples from the AISC design guide on HSS connections. The example may not be EXACTLY the same connection, but I think it's pretty close.
 
Upvote 0 Downvote
Agree with JoshPlumSE. If your structure is only a one story shed, it seems like you could probably get an Ordinary frame to work and not need to deal with Intermediate or Special requirements.
 
Upvote 0 Downvote
Well, the section i am dealing with is not an SHS. it's an I section (Rafter).
Regarding the usage of OMRF for a single storied structure, our Code has used a lot of resources from AISC, ASCE etc, however it didn't include the sections where OMF had been permitted for single storied and some other low height structures. So we are kind of resorting to use either IMF or SMF as suitable when SDC becomes SDC D. We can use OMF in SDC C.
 
Upvote 0 Downvote
What code are you using? It does not include ASCE 7 section 12.2.5.6 for exceptions that allow OMFs for some smaller/lighter structures?
 
Upvote 0 Downvote
Why not cut the beam connection plate down 1" from the top flange, too? [pipe]

Rather than think climate change and the corona virus as science, think of it as the wrath of God. Feel any better?

-Dik
 
Upvote 0 Downvote
OldDawgNewTricks
It's called BNBC, Bangladesh National Building Code. They forgot to include that section you mentioned, haha.
 
Upvote 0 Downvote
Unless you need it for significant moment transfer or stability for the cross section, you can still transfer the moment from the beam to the column.

Rather than think climate change and the corona virus as science, think of it as the wrath of God. Feel any better?

-Dik
 
Upvote 0 Downvote
Could you please give a sketch what you said "cutting connection plate....."?
 
Upvote 0 Downvote
Sorry... the stiffener plate, same as the other two... plate for connecting beam at right angle to main beam. The first row of bolts is 3" from the top with the attachment plate 1-1/2" from the top (give or take a bit). This works well if your moment from the connecting beam is not great.

Clipboard01_kxessm.jpg


Rather than think climate change and the corona virus as science, think of it as the wrath of God. Feel any better?

-Dik
 
Upvote 0 Downvote

I do not look to the forum everyday. The strong column- weak beam concept is not a requirement for in one-story buildings or in the top story of a multi-story building. My interpretation is that, literally this means, plastic hinge formation at column section is acceptable.

In your case, if the beam is strong ( in most cases yes), if the HSS column satisfies compact section and slenderness requirements and if the connection is rigid enough so plastic moment develop at HSS column, IMO yes..

Pls look to the following doc. for slenderness and compact section requirements of HSS sections.
 
 https://files.engineering.com/getfile.aspx?folder=923334bb-8283-40dc-b5cd-7b57b32e8fb3&file=HSS_Article_ConsiderationsHSS_SeismicFrameSystems_0818_060120.pdf
Upvote 0 Downvote
Status
Not open for further replies.

Similar threads

JStructsteel
  • Locked
  • Question
End plate connection
Replies
6
Views
73
JStructsteel
JStructsteel
X4vier
  • Locked
  • Question
Does the backing plate exist for a Beam-To-Column moment connection in AISC literature? 1
Replies
4
Views
21
lexpatrie
lexpatrie
Khashayar1
  • Locked
  • Question
Moment Connection Forces 7
Replies
18
Views
90
dik
dik
jreit
  • Locked
  • Question
Moment Connection to Beam Web 2
Replies
16
Views
133
BAretired
BAretired
Veer007
  • Question
Eccentricity in Column W12X72 to Beam W33X118 Shear Plate Connection with Stiffeners 5
Replies
10
Views
92
dik
dik

Part and Inventory Search

Sponsor

Back
Top