Behavior of heavy sections welded moment connections

Test results on moment connections of heavy sections are presented. Flange thickness are up to 32 mm in beams and up to 97 mm in columns. Different beam to column moment ratios, shear panel design, method of connecting shear tab, welding methods and consumables are considered. Fracture of the welds, cracking of the shear tab weld, ductile tearing from weld access holes and buckling of the beam flange are ob-served. Practical conclusions are derived.