×
INTELLIGENT WORK FORUMS
FOR ENGINEERING PROFESSIONALS

Log In

Come Join Us!

Are you an
Engineering professional?
Join Eng-Tips Forums!
  • Talk With Other Members
  • Be Notified Of Responses
    To Your Posts
  • Keyword Search
  • One-Click Access To Your
    Favorite Forums
  • Automated Signatures
    On Your Posts
  • Best Of All, It's Free!
  • Students Click Here

*Eng-Tips's functionality depends on members receiving e-mail. By joining you are opting in to receive e-mail.

Posting Guidelines

Promoting, selling, recruiting, coursework and thesis posting is forbidden.

Students Click Here

Jobs

Gravity Loaded Column Splices

Gravity Loaded Column Splices

Gravity Loaded Column Splices

(OP)
For gravity loaded columns (with all downward load), is there a need to provide web plates? My preference is to require them along with flange plates. The AISC manual 9th edition shows no web plates provided on pages 4-132 and 4-133.

I realize that, in theory, there should be no shear at that the splice location, but from a practical standpoint with imperfections in fabrication and erection, etc., I feel that minimal web plates should be provided. I do not recall ever seeing a building erected without column web plates.

What are the opinion of others on this subject?

Jim K.

RE: Gravity Loaded Column Splices

For our industrial and petrochemical structures I was involve, I have not seen a column splice without a splice plate on the web.  It is an added assurance in splice connection.

Maybe AISC wants to emphasize in the calculation of splice without consideration on the web splice plate so as to make the design of flange splice plate strong enough to resist the gravity and lateral loads (I would always consider this combination, the splice are closely at 40ft height).

Regards,

RE: Gravity Loaded Column Splices

There is a rationale behind web splices.  The Australian Steel Institute's guide for design of bolted splice connections states that the web splice is designed for:
A - the proportion of the design bending moment on the web
B - the design shear force
C - a proportion of the design axial force

However, there is not complete agreement in the literature on which design actions are applicable for web splice design.

If you're interested, references include:

   American Institute of Steel Construction
   "Engineering for Steel Construction" 1986
         This reference considers actions A, B and C (above)

   Breler, Yin and Scalzi
   "Design of Steel Structures" 2ED 1968
         Actions A, B and C

   CONSTRADO
   "Steel Designers Manual" 4ED 1972
         Actions B and C

   Kulak, Fisher and  Struik
   "Guide to the Design Criteria for Bolted and Riveted Joints" 2ED 1987
         Actions B and C

   McGuire
   "Steel Structures" 1968
         Actions A, B and C

   Owens and Cheal
   "Structural Steelwork Connections" 1989
         Actions B and C

   Pask
   "Manual on Connections for Beam and Column Construction" 1ED 1982
   "Manual on Connnections, Vol. 1 - Joints in Simple Construction" 1988
         Actions A, B and C

Red Flag This Post

Please let us know here why this post is inappropriate. Reasons such as off-topic, duplicates, flames, illegal, vulgar, or students posting their homework.

Red Flag Submitted

Thank you for helping keep Eng-Tips Forums free from inappropriate posts.
The Eng-Tips staff will check this out and take appropriate action.

Reply To This Thread

Posting in the Eng-Tips forums is a member-only feature.

Click Here to join Eng-Tips and talk with other members!


Resources