Bondek (or equiv.) & Continous Lateral Restraint
Bondek (or equiv.) & Continous Lateral Restraint
(OP)
Hi all,
Would like the industry's opinion on my question and Bluescope's response in regards to the following:
"Just confirming that full lateral restraint can be achieved using Bondek, WITHOUT implementing shear studs?
Therefore either spot welding and/or fasteners prevent lateral-torsional buckling of the steel beam and thus allow the beam to develop Sectional Capacity (phi Ms)?
Thanks for the help, much appreciated. "
"It has always been assumed by the industry that the deck fixed to the steel support using screws/pins/nails/spot welds provide adequate restraint. However no testing data is available to provide numerical data.
It is upon the designer to use Engineering judgement."

Would like the industry's opinion on my question and Bluescope's response in regards to the following:
"Just confirming that full lateral restraint can be achieved using Bondek, WITHOUT implementing shear studs?
Therefore either spot welding and/or fasteners prevent lateral-torsional buckling of the steel beam and thus allow the beam to develop Sectional Capacity (phi Ms)?
Thanks for the help, much appreciated. "
"It has always been assumed by the industry that the deck fixed to the steel support using screws/pins/nails/spot welds provide adequate restraint. However no testing data is available to provide numerical data.
It is upon the designer to use Engineering judgement."







RE: Bondek (or equiv.) & Continous Lateral Restraint
RE: Bondek (or equiv.) & Continous Lateral Restraint
RE: Bondek (or equiv.) & Continous Lateral Restraint
ALL NON-COMPOSITE SECONDARY BEAMS TO HAVE 19mm DIA. x 90 LONG
STUDS AT 1.5m CRS TOP FLANGE RESTRAINTS. PERIMETER BEAMS TO HAVE
19mm DIA. x 90 LONG STUDS AT 1.0m CRS.
19.2mm SHEAR STUDS AT QUARTER POINTS. REFER PART PLAN FOR LOCATIONS
RE: Bondek (or equiv.) & Continous Lateral Restraint
To add to my original post - for the beam's top flange (critical) to torsionally buckle I envisaged the top flange would need to rotate and displace "into" the slab above. Therefore weight and stiffness of the slab above then prevents this rotation??
RE: Bondek (or equiv.) & Continous Lateral Restraint
As soon as it get's into the slab it's fine. The 120mm thick slab will have ample capacity in compression or diaphragm shear to get back to your main lateral system (again guessing your calling up 120mm slab cause that's what I use to call up).
RE: Bondek (or equiv.) & Continous Lateral Restraint
Found a reference online that also hints at friction helping transfer the lateral force (shown below). However in this case it's metal on metal...