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Re: Diaphragm Capacities[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: seaint(--nospam--at)seaint.org
- Subject: Re: Diaphragm Capacities
- From: Mlcse(--nospam--at)aol.com
- Date: Wed, 21 Feb 2007 03:43:19 EST
Analyze the diaphragm shear strength using the concrete topping thickness (that above the top of the deck for shear parallel to the flutes) and reinforcing (#4 @ 12" EW) and ignore the metal deck. The Phi factor is 0.6 since it is a diaphragm
I don't believe you can combine the strength of the deck with the rebar due to the difference in behavior in bonding interlock of the concrete fill with metal deck as compared to the bonding of the rebar encased in the concrete fill. I believe the Verco values, when rebar is added is based upon the concrete topping and reinforcing only...does not include an interaction with the steel deck.
Once you use shear headed studs through the deck to the steel beams, the welding of the metal deck is no longer relevant for seismic shear transfer, since all seismic force is designed to go through the shear headed studs.
The diaphragm shear strength may be limited based upon the shear studs along the collector. Verify with the local jurisdiction as to allowable shear capacty of shear head studs used for collector/drag shear transfers. If I remember correctly, LA City limits 3/4" diameter shear head studs in Lightweight concrete to 3.4 kips per studs for horizontal shear.
Michael Cochran SE
In a message dated 2/21/2007 12:09:33 AM Pacific Standard Time, Andrew.Mole(--nospam--at)arup.com writes:
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