EZBuilding
Structural
I am performing an assessment of an existing building - built in the 1960's - and the connections between the open web steel joists to the load bearing clay brick walls are unconventional. Note that these are the only connections between the walls and the diaphragm.
Connection #1 is an omega shaped steel rod placed tight against the joist set, with a 2" rod embedment into the collar joint.
Connection #2 is a 6" steel rod embedded in the collar joint and welded to a steel plate. An angle is tack welded to the metal plate, and welded to the joist top chord.
Questions:
Has anyone seen this type of attachment before?
Would you calculate a capacity for these connections analytically, or do you anticipate that these connections would need to be tested to validate a shear and tensile capacity.
Would you rely on these connections as the only connection between your diaphragm and your lateral force resisting system?
Connection #1 is an omega shaped steel rod placed tight against the joist set, with a 2" rod embedment into the collar joint.
Connection #2 is a 6" steel rod embedded in the collar joint and welded to a steel plate. An angle is tack welded to the metal plate, and welded to the joist top chord.
Questions:
Has anyone seen this type of attachment before?
Would you calculate a capacity for these connections analytically, or do you anticipate that these connections would need to be tested to validate a shear and tensile capacity.
Would you rely on these connections as the only connection between your diaphragm and your lateral force resisting system?
