Title:
Concrete Q&A: Designing Steel Beam and Concrete Column Connection
Author(s):
Publication:
Concrete International
Volume:
40
Issue:
9
Appears on pages(s):
75-76
Keywords:
DOI:
Date:
9/1/2018
Abstract:
I’m designing an embedment to transfer moment
Mu and shear Vu from a steel wide flange beam to
a concrete column (as shown in the schematic).
My design assumptions:
• The plate remains elastic and deformations are negligible;
• All studs are the same type, size, and depth;
• Stud tension reactions T1 and T2 are proportional to the
distance from the toe of the beam compression flange;
• The tension reactions are equilibrated by a concrete
reaction C centered on the beam compression flange;
• The concrete is cracked; and
• The column reinforcement will provide supplemental
reinforcement for the anchorage.
When checking the moment capacity, should I use the
maximum stud tension reaction T1 to check the concrete
failure area for the headed stud anchors? When checking the
shear capacity, should I assume that the concrete pryout
strength Vcpg is for Rows 1 and 2 only or for all four rows?