huangyhg

non-composite metal deck attachment using screws
traditionally, metal decks have been attached to steel support members which resist wind uplift (at roof) and diaphragm shears from lateral forces. in more recent times, screwed decks are becoming more and more popular due to much easier installation.
there are a few icbo reports (icc reports) with tested capacities of such systems.
my question is, what is the impact in the diaphragm shear capacities if the supporting steel members are very thin (such as in cold formed metal joist system, say 16 to 14 gage joists at 24" to 48" o.c.)
reference document is icbo er-3056 which talks about support steel thickness range of 3/16" through 1/2".
i for one like to use the screwed deck method for many reasons and here is a list:
1. many times the welders do poor job in puddle welding due to the position.
2. often the welders burn through the deck around the puddle weld that is not favorable.
3. welding destroys the galvanized finish on the deck that makes easy place for corrosion to start.
4. welders miss the joists or do not place 100% of puddle weld on joist or truss top chord and it is hard to verify the contact area.
the only shortcoming of screws is the diaphragm shear strength is not as high as one developed by welding.
one good source for screwed deck pattern capacities in manual published by the deck institute and which is based on dr. larry luttrell's research at west virginia university.
regards,
lutfi
thanks for sharing, lutfi.
i was interested in limitations on the base steel
i am at home now but i will look up some of the material that i have in the office and will let you know what i come up with.
in the past i used screw patterns on light gage metal trusses with good success.
regards,
lutfi

__________________
借用达朗贝尔的名言：前进吧，你会得到信心!
[url="http://www.dimcax.com"]几何尺寸与公差标准[/url]