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:
10.14359/51711117
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?
Related References:
1. ACI Committee 318, “Building Code Requirements for Structural Concrete (ACI 318-14) and Commentary (ACI 318R-14),” American Concrete Institute, Farmington Hills, MI, 2014, 519 pp.
2. Anderson, N.S., and Meinheit, D.F., “Pryout Capacity of Cast-In Headed Stud Anchors,” PCI Journal, V. 50, No. 2, Mar.-Apr. 2005, pp. 90-1121.
3. The Reinforced Concrete Design Handbook, SP-17(14), American Concrete Institute, Farmington Hills, MI, 2015, 888 pp.