Bolt Pull Out Cold Formed Section
Bolt Pull Out Cold Formed Section
(OP)
Hey all,
I am trying to develop a standard detail for a mezzanine railing connection to a cold formed floor system when a concrete deck is not present. Basically I am looking to provide blocking between joists which the railing base will then bolt through the flanges of the the blocking. The bolts will carry the tension load to the blocking. After that, clips and screws will transfer the tension load from the blocking into a continuous header.
My question is at the base/blocking bolted connection. I am thinking that if I use the perimeter of the bolt head x thickness of the flange, I can develope a gross area which I can then determine the capacity using block shear rupture equations for cold formed steel. Does this sound like an appropriate approach or are there other equations that deal with bolt "pull out" for cold formed sections?
I am trying to develop a standard detail for a mezzanine railing connection to a cold formed floor system when a concrete deck is not present. Basically I am looking to provide blocking between joists which the railing base will then bolt through the flanges of the the blocking. The bolts will carry the tension load to the blocking. After that, clips and screws will transfer the tension load from the blocking into a continuous header.
My question is at the base/blocking bolted connection. I am thinking that if I use the perimeter of the bolt head x thickness of the flange, I can develope a gross area which I can then determine the capacity using block shear rupture equations for cold formed steel. Does this sound like an appropriate approach or are there other equations that deal with bolt "pull out" for cold formed sections?






RE: Bolt Pull Out Cold Formed Section
RE: Bolt Pull Out Cold Formed Section
Thanks for the info. Is there any way to determine the capacity without testing?
RE: Bolt Pull Out Cold Formed Section
BA
RE: Bolt Pull Out Cold Formed Section
A more "mechanical" FEA package such as ALGOR, NASTRAN, or similar would probably be better than what we typically use for structural analysis.
RE: Bolt Pull Out Cold Formed Section
http://www.nenastran.com/newnoran/animation3.php
If going the FEA route, you need NL static capability with contact. Even then, you'd want to corroborate with physical testing.
tg