Design of Double Angle Connections
Design of Double Angle Connections
(OP)
Folks,
I have a beam to column connection using double angles. The angles are bolted to the column flange and welded to the beam web.
The beam has an axial tension force aswell as shear.
Section 9 of the steel construction manual (page 9-10) provides a formula for minimum angle thickness to eliminate prying action.
My question is, does the angle leg need to be checked for bending (due to axial tension in beam)when having determined the min angle leg thickness using the formula?
I presume that the angle needs to be checked for bending using yield stresses (Fy) and not ultimate stress (Fu) as in the formula.
thanks for reading
I have a beam to column connection using double angles. The angles are bolted to the column flange and welded to the beam web.
The beam has an axial tension force aswell as shear.
Section 9 of the steel construction manual (page 9-10) provides a formula for minimum angle thickness to eliminate prying action.
My question is, does the angle leg need to be checked for bending (due to axial tension in beam)when having determined the min angle leg thickness using the formula?
I presume that the angle needs to be checked for bending using yield stresses (Fy) and not ultimate stress (Fu) as in the formula.
thanks for reading






RE: Design of Double Angle Connections
But don't make the angles thicker than 5/8", because then it will not be a pinned connection for gravity loads.
DaveAtkins
RE: Design of Double Angle Connections
Plastic modulus of angle leg Z = p tmin^2 / 4
Moment on angle leg = T b'
LRFD permissible moment = 0.9 Fu Z (Fu being used in this case I believe because it matches up better with tested values)
T b' = 0.9 Fu p tmin^2 / 4
Solve for tmin, and you get the equation on page 9-10. (LRFD) tmin = [4.44 T b' / (p Fu)]^0.5
RE: Design of Double Angle Connections
Don't forget to check bolts for COMBINED forces (Tension & Shear), and the WELDS for the skewed shear load.