Flange Plated FR Moment Connection to web
Flange Plated FR Moment Connection to web
(OP)
Figure 12-2b of Page 12-5 of the 13th Edition of the Steel Manual, indicates that for a column web support moment connection, the column shall be checked for stiffener and doubler requirements.
How do you apply the equations in Specification section J10 when the equations are for applying the force to the flange and not to the web?
How do you apply the equations in Specification section J10 when the equations are for applying the force to the flange and not to the web?






RE: Flange Plated FR Moment Connection to web
RE: Flange Plated FR Moment Connection to web
RE: Flange Plated FR Moment Connection to web
hokie66-We will use a single plate shear connection with flange plated moment connections. This connection was liad out by the Engineer of Record and we are working for hte Fabricator.
RE: Flange Plated FR Moment Connection to web
Beam Framing Details in the 8th and 9th AISC editions show only Tees or Angles for typical moment connections. Refer to pages 4-122 and 4-127 in each. The ASCE Structural Journal Vol. 105 ST5 1980 page 1005 is where all this is coming from. The detail you are describing is cumbersome but for ductility is typically used per the LRFD Connections Manual. Driscoll and Beedle in 1982 did many tests regarding the column web moment connections welded to the column flanges and is in the AISC Eng'g Journal Volume 19. Are you designing for large earthquake forces?