Column Splice in a steel moment frame
Column Splice in a steel moment frame
(OP)
I am designing a 4-story building with special moment frames of steel. I can obtain lighter columns if I introduce a pinned connection (column splice) at the third floor level; however, I am having a tough time wrapping my mind around whether this is a feasible approach. It seems proper to me to model the columns as being continuous and capable of transferring moment across the floor levels, but if I can save the client money on steel, then I will do it.
Has anyone here done something similar?
Has anyone here done something similar?






RE: Column Splice in a steel moment frame
Not sure how you actually would fabricate a pinned column splice that still takes full axial load through the splice....I'm sure it can be done but aren't most column splices detailed as moment resisting?
Also, your splice should be modeled above the third floor (i.e. 30" plus) for erection purposes.
RE: Column Splice in a steel moment frame
Should they not be used at any location in a frame column? Does this answer change if it is located at or near the zero moment location? Although (just thinking out loud here) the zero moment location for the lateral case is the point of higheset P-delta moment for gravity/buckling case, correct?
Can anyone elaborate as to the appropriateness of these "typical" column splices on pg 14-22 in the 13th edition manual?
RE: Column Splice in a steel moment frame
In the U.S., the AISC code requires that moment frame column splices must have a minimum flexural stength so pinned connections are not allowed. Also, the splice must be located at least 4 feet above or below the beam.
RE: Column Splice in a steel moment frame
RE: Column Splice in a steel moment frame
I am squared away now with how to proceed, it is just that I was hoping that I had an idea that could reduce some of these sizes.
RE: Column Splice in a steel moment frame
RE: Column Splice in a steel moment frame
RE: Column Splice in a steel moment frame
RE: Column Splice in a steel moment frame
9.9. Column Splices
Column splices shall comply with the requirements of Section 8.4a. Where groove welds are used to make the splice, they shall be complete-joint-penetration groove welds that meet the requirements of Section 7.3b. Weld tabs shall
be removed. When column splices are not made with groove welds, they shall have a required flexural strength that is at least equal to RyFyZx (LRFD) or RyFyZx / 1.5 (ASD), as appropriate, of the smaller column.
RE: Column Splice in a steel moment frame
Which manual did you find this in?
RE: Column Splice in a steel moment frame