Precast Plank Welded to Angle at Side of Beam
Precast Plank Welded to Angle at Side of Beam
(OP)
Yesterday, I posted a thread entitled: "Do You Trust Precast Weld-Plate To Laterally Support The Beam". Refer to that if necessary.
- If the precast plank bears into the side of the beam and is welded to an angle, which is welded to the web, the precast plank would not be welded to the compression flange.
- Can i still consider the welded precast plank to provide lateral bracing to the compression flange?
- Considering the typical staggering of precast weld-plates, if i CAN consider the beam to be braced, should i consider unbraced length based on only one side of the weld-plate spacings, or can i use both sides to reduce the unbraced length?
- I do not consider that concrete topping can provide a sufficient brace, if at all, to the compression flange of the beam. Agree or disagree?
Any other thoughts?
Thank you!
- If the precast plank bears into the side of the beam and is welded to an angle, which is welded to the web, the precast plank would not be welded to the compression flange.
- Can i still consider the welded precast plank to provide lateral bracing to the compression flange?
- Considering the typical staggering of precast weld-plates, if i CAN consider the beam to be braced, should i consider unbraced length based on only one side of the weld-plate spacings, or can i use both sides to reduce the unbraced length?
- I do not consider that concrete topping can provide a sufficient brace, if at all, to the compression flange of the beam. Agree or disagree?
Any other thoughts?
Thank you!






RE: Precast Plank Welded to Angle at Side of Beam
Restated Question - Can you consider this lateral brace to act in compression and tension? Non-Answer - Why wouldn't you?
Restated question - Can you consider CIP topping as bracing the compression flange? Answer - Shear friction between the flange and the concrete is zero unless you provide studs. If the beam needs to rotate into the topping for lateral buckling, why wouldn't you consider that topping as bracing that beam against that rotation?
RE: Precast Plank Welded to Angle at Side of Beam
I do not have a diaphragm and there is no lateral reaction.
I am simply designing some long-span beams that i would like to reduce the size of through providing a lower unbraced length of compression flange.
Although I've been doing this for years, i'm not convinced that i can reasonably consider the top flange as braced by either the this detail.
If the precast to steel weldment at 8' oc staggered, will NOT provide compression flange bracing, would the 3" of 4,000 psi concrete provide a sufficient brace?
RE: Precast Plank Welded to Angle at Side of Beam
RE: Precast Plank Welded to Angle at Side of Beam